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Home My WebLink About242 W Jensen St_BLD6030_2025 Permit Packet Coversheet Community and Economic Development City of Arlington • 18204 59th Avenue NE • Arlington, WA 98223 • Phone (360) 403-3551 Page 1 of 1 Permit Number: Permit Type: Address/Parcel: Completed (Month/Year): Land Use Notice of Decision Staff Report Application Narrative Legal Description Vicinity Map Site Plan Landscape Plan Complete Streets Checklist Traffic Impact Analysis Snohomish County Traffic Mitigation Offer WSDOT Traffic Offer Form Tree Survey Stormwater Drainage Report Geotech Report Critical Area Evaluation Form SEPA Checklist Public Notice Material Noticing and Related Documents Water / Sewer Availability Certificate Unanticipated Discovery Plan Form Aerial Photo of Site Proposed Building Materials Lighting Plans and Lighting Cut Sheets Color Elevations Design Matrix Plat Map Title Report Lot Closures Preliminary Civil Plans Archaeological Survey o Confidential Documents. Contact the City to obtain. Topography (Existing Conditions) CC&R’s Deeds / Easements / Conveyances /Dedications Developer’s Agreement Recorded Copies Bonding or Assignment of Funds o Confidential Documents. Contact the City to obtain. Letters and Project Documents Other: Civil Issued Permit Application Other Applications Construction Calculation Worksheet Approved Plans Review Comment Form Letters and Project Documents Other Agency Permits Reports: o Drainage Report Pg: o Stormwater Pg: o Geotech Pg: o All Other Reports SEPA and Noticing Materials Inspections As-Builts Other: Building Issued Permit Application Additional Applications Approved Plans Site Plan Letters and Project Documents Calculations Project Specification Manuals Reports Certificate of Occupancy Inspections Other: BLD6030 Residential Alteration 242 W Jensen St January 2025 ✔ ✔ ✔ ✔ ✔ ✔permit extension request CITY OF ARLINGTON 18204 59th Avenue NE, Arlington, WA 98223 INSPECTIONS: 360-403-3417 - Permit Center: 360-403-3551 BUILDING PERMIT 242 W JENSEN ST Parcel #: 00663200001100 Permit #: 6030 PERMIT EXPIRES 180 DAYS AFTER DATE OF ISSUANCE. Scope of Work: Underpinning existing garage foundation per engineering plan. Valuation: 23625.00 OWNER APPLICANT CONTRACTOR TAYLOR RANDALL Matvey Foundation Repair / Olga Ticot Matvey Foundation Repair 242 W JENSEN ST 18915 16th Ave S 18915 16th Ave S ARLINGTON, WA 98223-8223 Seatac Seatac , WA 98188 2533271650 253-327-1650 LIC: 602 080 798 EXP: 11/30/2024 LIC: MATVEFR837K5 EXP: 06/15/2025 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR LIC #:EXP:LIC #:EXP: JOB DESCRIPTION PERMIT TYPE:RESIDENTIAL ALTERATION CODE YEAR:2021 STORIES:1 CONST. TYPE:VB DWELLING UNITS:OCC GROUP:R-3; Residential BUILDINGS:OCC LOAD: PERMIT APPROVAL The issuance or granting of this permit shall not be construed to be a permit for, or approval of, any violation of this Code or any other ordinance or order of the City, of any state or federal law, or of any order, proclamation, guidance advice or decision of the Governor of this State. To the extent the issuance or granting of this permit is interpreted to allow construction activity during any period of time when such construction is prohibited or restricted by any state or federal law, or order, proclamation, guidance advice or decision of the Governor of this State, this permit shall not authorize such work and shall not be valid. The building official is authorized to prevent occupancy or use of a structure where in violation of this Code, any other City ordinances of this jurisdiction or any other ordinance or executive order of the City, or of any state or federal law, or of any order, proclamation, guidance advice or decision of the Governor. The building official is authorized to suspend or revoke this permit if it is determined to be issued in error or on the basis of incorrect, inaccurate or incomplete information, or in violation of any City ordinance, regulation or order, state or federal law, or any order, proclamation, guidance or decision of the Governor. I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY; NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBC110/IRC110. SALES TAX NOTICE: Sales tax relating to construction and construction materials in the City of Arlington must be reported on your sales tax return form and coded City of Arlington #3101. 07/16/2024 Applicant Signature Date Building Official Date 7/16/2024 CONDITIONS Will require special inspections. Approved job copy shall be onsite for inspections. Adhere to approved plans. Call for inspections. The property owner shall ensure that the construction project complies with all applicable zoning codes and regulations. The property owner shall also ensure that the construction project does not cause any adverse impact on the surrounding environment or community. The property owner shall be responsible for obtaining all necessary permits and approvals from the relevant authorities before commencing construction. The property owner shall ensure that the construction project complies with all applicable design review requirements. THIS P ERMIT AUTHORIZES ONLY THE WORK NOTED. THIS P ERMIT COVERS WORK TO BE DONE ON P RIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE P UBLIC DOMAIN (CURBS, SIDEWALKS, DRIVEWAYS, MARQUEES, ETC.) WILL REQUIRE SEP ARATE PERMISSION. PERM IT FEES Date De s cription Fe e Amount 07/16/2024 Building Plan Review $367.39 07/16/2024 Credit Card Service $11.02 07/16/2024 Processing/Technology $25.00 07/16/2024 Building Permit $557.32 07/16/2024 State Surcharge - 1st DU $6.50 07/16/2024 Credit Card Service $17.66 Total Due :$984.89 Total Payme nt:$984.89 B alance Due :$0.00 CALL FOR INSPECTIONS Call by 3:30 pm for ne xt day ins pe ction, allow 48 hours for Fire Ins pe ctions Whe n calling for an ins pe ction ple as e le ave the following information: Pe rmit Numbe r, Type of Ins pe ction be ing re que s te d, and whe the r you pre fe r morning or afte rnoon INSPECTION INFORM ATION Pas s /Fail RESIDENTIAL BUILDING PERMIT APPLICATION Community and Economic Development City of Arlington • 18204 59th Ave NE • Arlington, WA 98223 • Phone (360) 403-3551 The following information is required for Residential: Single Family, Duplex, Townhomes, Additions, and Accessory Structure Building Permit Applications. Mark each box to designate that the information has been provided. Please submit this checklist as part of the submittal documents. EACH BUILDING OR STRUCTURE REQUIRES A SEPARATE SUBMITTAL. Incomplete applications will not be accepted. SUBMIT ELECTRONIC FILES FOR EACH OF THE FOLLOWING: 1. Plan Review fee is due at time of submittal and remaining balance will be due at time of issuance. 2. The City of Arlington does not review or inspect electrical systems. Contact Labor and Industries at lni.wa.gov or 360-416-3000. A. DEFERRED SUBMITTALS If the project requires any of the following, a Deferred Submittal Request MUST be completed. Deferred submittals require separate applications, plans and plan review. 1. Mechanical Plans (if not included in the plan set) 2. Plumbing Plans (if not included in the plan set) 3. Fire Sprinkler B. SPECIAL INSPECTION AND TESTING AGREEMENT A Special Inspection Firm is required to perform special inspections for the following type of work. *The Special Inspection and Testing Agreement MUST be submitted with the Building Application. Structural Masonry Spray-Applied Fireproofing Other - Specify: ____________________ I acknowledge that all items designated as submittal requirements must accompany my Building Permit Application to be considered a complete submittal. REQUIRED DOCUMENTS Proof of approved Zoning Verification City of Arlington Residential Permit Application Site Plan Architectural Plans Structural Plans Structural Calculations Project Specification Manuals, if applicable WSEC Compliance Forms https://waenergycodes.com/ Special Inspection and Testing Agreement, if applicable Deferred Submittal Request, if applicable RESIDENTIAL BUILDING REV03.2022 Page 2 of 6 • New gas piping requires a pressure test hooking to any appliance • Sediment traps (drips) are required on all gas lines • Gas lines are required to be supported/secured every 6 to 8 feet • Proper Combustion air and venting required for all appliances • A shut-off valve is required within 6 feet of all appliances Type of Permit: Single-family Duplex Townhouse Addition/Alteration Accessory Structure IBC Construction Type: IBC Occupancy Type: Building Square Footage: Number of Stories: Square Footage Per Floor: B: 1st: 2nd: 3rd: Garage: Property Address: Project Valuation: Lot #: Parcel ID No.: Preferred Contact:  Owner  Contractor Project Scope of Work: Owner Name: Home No.: Email Address: Cell No.: Mailing Address: City: State: Zip: Primary Contractor: Office No.: Email Address: Cell No.: Mailing Address: City: State: Zip: L&I Contractor License Number: Expiration Date: MECHANICAL SYSTEM INFORMATION  Not Applicable  New Installation  Addition/Alteration/Repair  Gas Piping Mechanical Contractor: Office No.: Email Address: Cell No.: Mailing Address: City: State: Zip: L&I Contractor License Number: Expiration Date: RESIDENTIAL BUILDING REV03.2022 Page 3 of 6 MECHANICAL PERMIT FEES (per unit) Additional Plan Review fees x $ 75.00 = Air Cond. Unit ≤100Btu/h x $ 15.00 = Air Cond. Unit >100Btu/h x $ 25.00 = Air Cond. Unit >500Btu/h x $ 50.00 = Air Handling Units x $ 15.00 = Base Mechanical Fee 1 x $ 25.00 = $ 25.00 Boiler <100Btu/h >3hp x $ 15.00 = Boiler >1 million Btu/h<50hp x $ 25.00 = Boiler >1.5 million Btu/h<50hp x $ 50.00 = Boiler >100Btu/h 3-15hp x $ 15.00 = Boiler >500Btu/h 15-30hp x $ 25.00 = Diffusers x $ 15.00 = Dryer Ducting x $ 15.00 = Ductwork (drawings required) x $ 25.00 = Evaporative Coolers x $ 15.00 = Exhaust/Ventilation Fans x $ 15.00 = Fireplace/Insert/Stove x $ 15.00 = Forced Air Heat ≤100 Btu/h x $ 15.00 = Forced Air Heat >100 Btu/h x $ 25.00 = Gas Clothes Dryer x $ 15.00 = Gas Fired AC ≤100 Btu/h x $ 15.00 = Gas Fired AC >100 Btu/h x $ 25.00 = Gas Fired AC > 500 Btu/h x $ 50.00 = Gas Piping ≤ 5 units x $ 15.00 = Gas Piping > 5 units (plus <5 units) x $ 2.00 = Heat Exchangers x $ 15.00 = Heat Pump-Condensing Unit x $ 25.00 = Hot Water Heat Coils x $ 15.00 = Miscellaneous Appliance - regulated by mechanical code, not otherwise specified x $ 15.00 = Pkg. Units ≤100btu x $ 25.00 = Pkg. Units >100btu x $50.00 = Range/Cook top-Gas Fired x $ 15.00 = Refrigeration Unit ≤100Btu/h x $ 15.00 = Refrigeration Unit >100Btu/h x $ 25.00 = Refrigeration. Unit >500Btu/h x $ 50.00 = Re-inspection fee x $ 75.00 = Residential Range Hood x $ 15.00 = Unit Heaters ≤ 100 Btu/h x $ 15.00 = Unit Heaters >100 Btu/h x $ 25.00 = VAV Boxes (Variable Air Volume, part of air conditioning system) x $ 10.00 = Wall Heaters - Gas Fired x $ 25.00 = Water Heater - Gas Fired x $ 25.00 = Permit Fee Inspection Fee $75.00 Processing/Technology Fee $25.00 Total RESIDENTIAL BUILDING REV03.2022 Page 4 of 6 PRESSURE PIPING SCHEMATIC COMPLETE FOR GAS PIPING ONLY – USE A SEPARATE SHEET, IF NECESSARY  SCHEMATIC IS TO SCALE  SCHEMATIC NOT TO SCALE Show Pipe Size(s) and Length(s) from meter to all appliances NOTE: Any interior pressure regulators must be indicated GAS PIPING INFORMATION  Not Applicable Proposed Piping Material:  CSST  Brass  Galvanized Steel  Black Steel  Other _______________ Proposed Piping Size:  ½”  ⅝”  ¾”  1”  1½”  2” Distance from Meter to furthest Appliance: Total BTU’s of all Appliances: RESIDENTIAL BUILDING REV03.2022 Page 5 of 6 •All hose bibs required to be equipped with Atmospheric Vacuum Breakers per ASSE 1019 •All water supplies at 80psi or greater shall have Pressure Reducing Valves (PRV) •Cross-Connection-Control may be required PLUMBING PERMIT FEES (per fixture) Additional Plan Review fees x $ 75.00 = Alteration/repair piping x $ 15.00 = Backflow Assembly x $25.00 = Base Plumbing Fee 1 x $ 25.00 = $25.00 Bath/Shower Combo x $ 15.00 = Building Main Waste x $ 25.00 = Clothes Washer x $ 15.00 = Dishwasher x $ 15.00 = Floor Drains x $ 15.00 = Grease Interceptor x $ 75.00 = Grease Trap x $ 25.00 = Hose Bibb x $ 15.00 = PLUMBING SYSTEM INFORMATION Not Applicable Type of Permit: New Installation Addition/Alteration/RepairPlumbing Contractor: Office No.: Email Address: Cell No.: Mailing Address: City: State: Zip: L&I Contractor License Number: Expiration Date: Proposed Interior Water Piping Size: ½”  ⅝”  ¾”  1” Proposed Interior Piping Material:  CPVC Brass PEX-AL-PEX PEXCopperGalvanized Steel Other _______________________ Proposed Exterior Water Piping Size: ½”  ⅝”  ¾”  1”  1½”  2” Proposed Exterior Piping Material:  PVC Copper PEX-AL-PEX PEX-AL-PE  PE PEX OtherProposed Drain-Waste-Vent (DWV) Material: Schedule 40 ABS DWV Copper Galvanized Steel  Cast Iron Schedule 40 PVC DWV Brass Other: ________________________________Proposed Drain-Waste-Vent (DWV) Piping Size: ½”  ⅝”  ¾”  1”  1½”  2”  3” 4” RESIDENTIAL BUILDING REV03.2022 Page 6 of 6 PLUMBING PERMIT FEES (per fixture) Icemaker/Refrigerator x $ 15.00 = Irrigation – per meter x $ 25.00 = Kitchen Sink & Disposal x $ 15.00 = Laundry Tray x $ 15.00 = Lavatory x $ 15.00 = Miscellaneous – regulated by plumbing code, not otherwise specified x $ 15.00 = Re-inspection Fee x $ 75.00 = Roof Drains x $ 15.00 = Shower (only) x $ 15.00 = Sink (bar, service, etc.) x $ 15.00 = Toilets x $ 15.00 = Urinal x $ 15.00 = Vacuum Breakers x $ 25.00 = Water Heater MODEL NO.: x $ 25.00 = Water Heater – Tankless MODEL NO.: x $ 25.00 = Permit Fee Inspection Fee $75.00 Processing/Technology Fee $25.00 Total I hereby certify that I am the Owner Architect Engineer Contractor and authorized to sign this application and that the above information is correct and construction on, and the occupancy and the use of the above- described property will be in accordance with the laws, rules and regulation of the State of Washington, and the City of Arlington. Signature Print Name Date RESIDENTIAL BUILDING PERMIT APPLICATION Community and Economic Development City of Arlington • 18204 59th Ave NE • Arlington, WA 98223 • Phone (360) 403-3551 The following information is required for Residential: Single Family, Duplex, Townhomes, Additions, and Accessory Structure Building Permit Applications. Mark each box to designate that the information has been provided. Please submit this checklist as part of the submittal documents. EACH BUILDING OR STRUCTURE REQUIRES A SEPARATE SUBMITTAL. Incomplete applications will not be accepted. SUBMIT ELECTRONIC FILES FOR EACH OF THE FOLLOWING: 1. Plan Review fee is due at time of submittal and remaining balance will be due at time of issuance. 2. The City of Arlington does not review or inspect electrical systems. Contact Labor and Industries at lni.wa.gov or 360-416-3000. A. DEFERRED SUBMITTALS If the project requires any of the following, a Deferred Submittal Request MUST be completed. Deferred submittals require separate applications, plans and plan review. 1. Mechanical Plans (if not included in the plan set) 2. Plumbing Plans (if not included in the plan set) 3. Fire Sprinkler B. SPECIAL INSPECTION AND TESTING AGREEMENT A Special Inspection Firm is required to perform special inspections for the following type of work. *The Special Inspection and Testing Agreement MUST be submitted with the Building Application. Structural Masonry Spray-Applied Fireproofing Other - Specify: ____________________ I acknowledge that all items designated as submittal requirements must accompany my Building Permit Application to be considered a complete submittal. REQUIRED DOCUMENTS Proof of approved Zoning Verification City of Arlington Residential Permit Application Site Plan Architectural Plans Structural Plans Structural Calculations Project Specification Manuals, if applicable WSEC Compliance Forms https://waenergycodes.com/ Special Inspection and Testing Agreement, if applicable Deferred Submittal Request, if applicable RESIDENTIAL BUILDING REV03.2022 Page 2 of 6 • New gas piping requires a pressure test hooking to any appliance • Sediment traps (drips) are required on all gas lines • Gas lines are required to be supported/secured every 6 to 8 feet • Proper Combustion air and venting required for all appliances • A shut-off valve is required within 6 feet of all appliances Type of Permit: Single-family Duplex Townhouse Addition/Alteration Accessory Structure IBC Construction Type: IBC Occupancy Type: Building Square Footage: Number of Stories: Square Footage Per Floor: B: 1st: 2nd: 3rd: Garage: Property Address: Project Valuation: Lot #: Parcel ID No.: Preferred Contact:  Owner  Contractor Project Scope of Work: Owner Name: Home No.: Email Address: Cell No.: Mailing Address: City: State: Zip: Primary Contractor: Office No.: Email Address: Cell No.: Mailing Address: City: State: Zip: L&I Contractor License Number: Expiration Date: MECHANICAL SYSTEM INFORMATION  Not Applicable  New Installation  Addition/Alteration/Repair  Gas Piping Mechanical Contractor: Office No.: Email Address: Cell No.: Mailing Address: City: State: Zip: L&I Contractor License Number: Expiration Date: RESIDENTIAL BUILDING REV03.2022 Page 3 of 6 MECHANICAL PERMIT FEES (per unit) Additional Plan Review fees x $ 75.00 = Air Cond. Unit ≤100Btu/h x $ 15.00 = Air Cond. Unit >100Btu/h x $ 25.00 = Air Cond. Unit >500Btu/h x $ 50.00 = Air Handling Units x $ 15.00 = Base Mechanical Fee 1 x $ 25.00 = $ 25.00 Boiler <100Btu/h >3hp x $ 15.00 = Boiler >1 million Btu/h<50hp x $ 25.00 = Boiler >1.5 million Btu/h<50hp x $ 50.00 = Boiler >100Btu/h 3-15hp x $ 15.00 = Boiler >500Btu/h 15-30hp x $ 25.00 = Diffusers x $ 15.00 = Dryer Ducting x $ 15.00 = Ductwork (drawings required) x $ 25.00 = Evaporative Coolers x $ 15.00 = Exhaust/Ventilation Fans x $ 15.00 = Fireplace/Insert/Stove x $ 15.00 = Forced Air Heat ≤100 Btu/h x $ 15.00 = Forced Air Heat >100 Btu/h x $ 25.00 = Gas Clothes Dryer x $ 15.00 = Gas Fired AC ≤100 Btu/h x $ 15.00 = Gas Fired AC >100 Btu/h x $ 25.00 = Gas Fired AC > 500 Btu/h x $ 50.00 = Gas Piping ≤ 5 units x $ 15.00 = Gas Piping > 5 units (plus <5 units) x $ 2.00 = Heat Exchangers x $ 15.00 = Heat Pump-Condensing Unit x $ 25.00 = Hot Water Heat Coils x $ 15.00 = Miscellaneous Appliance - regulated by mechanical code, not otherwise specified x $ 15.00 = Pkg. Units ≤100btu x $ 25.00 = Pkg. Units >100btu x $50.00 = Range/Cook top-Gas Fired x $ 15.00 = Refrigeration Unit ≤100Btu/h x $ 15.00 = Refrigeration Unit >100Btu/h x $ 25.00 = Refrigeration. Unit >500Btu/h x $ 50.00 = Re-inspection fee x $ 75.00 = Residential Range Hood x $ 15.00 = Unit Heaters ≤ 100 Btu/h x $ 15.00 = Unit Heaters >100 Btu/h x $ 25.00 = VAV Boxes (Variable Air Volume, part of air conditioning system) x $ 10.00 = Wall Heaters - Gas Fired x $ 25.00 = Water Heater - Gas Fired x $ 25.00 = Permit Fee Inspection Fee $75.00 Processing/Technology Fee $25.00 Total RESIDENTIAL BUILDING REV03.2022 Page 4 of 6 PRESSURE PIPING SCHEMATIC COMPLETE FOR GAS PIPING ONLY – USE A SEPARATE SHEET, IF NECESSARY  SCHEMATIC IS TO SCALE  SCHEMATIC NOT TO SCALE Show Pipe Size(s) and Length(s) from meter to all appliances NOTE: Any interior pressure regulators must be indicated GAS PIPING INFORMATION  Not Applicable Proposed Piping Material:  CSST  Brass  Galvanized Steel  Black Steel  Other _______________ Proposed Piping Size:  ½”  ⅝”  ¾”  1”  1½”  2” Distance from Meter to furthest Appliance: Total BTU’s of all Appliances: RESIDENTIAL BUILDING REV03.2022 Page 5 of 6 •All hose bibs required to be equipped with Atmospheric Vacuum Breakers per ASSE 1019 •All water supplies at 80psi or greater shall have Pressure Reducing Valves (PRV) •Cross-Connection-Control may be required PLUMBING PERMIT FEES (per fixture) Additional Plan Review fees x $ 75.00 = Alteration/repair piping x $ 15.00 = Backflow Assembly x $25.00 = Base Plumbing Fee 1 x $ 25.00 = $25.00 Bath/Shower Combo x $ 15.00 = Building Main Waste x $ 25.00 = Clothes Washer x $ 15.00 = Dishwasher x $ 15.00 = Floor Drains x $ 15.00 = Grease Interceptor x $ 75.00 = Grease Trap x $ 25.00 = Hose Bibb x $ 15.00 = PLUMBING SYSTEM INFORMATION Not Applicable Type of Permit: New Installation Addition/Alteration/RepairPlumbing Contractor: Office No.: Email Address: Cell No.: Mailing Address: City: State: Zip: L&I Contractor License Number: Expiration Date: Proposed Interior Water Piping Size: ½”  ⅝”  ¾”  1” Proposed Interior Piping Material:  CPVC Brass PEX-AL-PEX PEXCopperGalvanized Steel Other _______________________ Proposed Exterior Water Piping Size: ½”  ⅝”  ¾”  1”  1½”  2” Proposed Exterior Piping Material:  PVC Copper PEX-AL-PEX PEX-AL-PE  PE PEX OtherProposed Drain-Waste-Vent (DWV) Material: Schedule 40 ABS DWV Copper Galvanized Steel  Cast Iron Schedule 40 PVC DWV Brass Other: ________________________________Proposed Drain-Waste-Vent (DWV) Piping Size: ½”  ⅝”  ¾”  1”  1½”  2”  3” 4” RESIDENTIAL BUILDING REV03.2022 Page 6 of 6 PLUMBING PERMIT FEES (per fixture) Icemaker/Refrigerator x $ 15.00 = Irrigation – per meter x $ 25.00 = Kitchen Sink & Disposal x $ 15.00 = Laundry Tray x $ 15.00 = Lavatory x $ 15.00 = Miscellaneous – regulated by plumbing code, not otherwise specified x $ 15.00 = Re-inspection Fee x $ 75.00 = Roof Drains x $ 15.00 = Shower (only) x $ 15.00 = Sink (bar, service, etc.) x $ 15.00 = Toilets x $ 15.00 = Urinal x $ 15.00 = Vacuum Breakers x $ 25.00 = Water Heater MODEL NO.: x $ 25.00 = Water Heater – Tankless MODEL NO.: x $ 25.00 = Permit Fee Inspection Fee $75.00 Processing/Technology Fee $25.00 Total I hereby certify that I am the Owner Architect Engineer Contractor and authorized to sign this application and that the above information is correct and construction on, and the occupancy and the use of the above- described property will be in accordance with the laws, rules and regulation of the State of Washington, and the City of Arlington. Signature Print Name Date STRUCTURAL CALCULATIONS Matvey Foundation Repair, Inc. June 10, 2024 ENGINEER WAS RETAINED IN A LIMITED CAPACITY FOR THIS PROJECT. DESIGN IS BASED UPON INFORMATION PROVIDED BY THE CLIENT WHO IS SOLELY RESPONSIBLE FOR ACCURACY OF SAME. NO RESPONSIBILITY AND/OR LIABILITY IS ASSUMED BY, OR IS TO BE ASSIGNED TO THE ENGINEER FOR ITEMS BEYOND THAT SHOWN ON THESE SHEETS. LIMITATIONS Taylor Residence Underpinning 242 W Jensen St, Arlington, WA 98223 Project No. MFR24-038 PROJECT NO. SHEET NO. MFR24-038 PROJECT DATE Taylor Residence Underpinning 6/10/2024 SUBJECT BY Helical Pier Design Requirements CAF Structural Narrative General Building Department City of Arlington Building Code Conformance (Meets Or Exceeds Requirements) 2021 International Building Code (IBC) 2021 International Residential Code (IRC) 2021 Washington Building Code 2021 Washington Residential Code Dead Loads 15.0 psf Wood Wall Dead Load 12.0 psf Concrete 150.0 pcf Live Loads Roof Snow Load 25.0 psf Floor Live Load (Residential)40.0 psf Roof Dead Load The structural calculations and drawings enclosed are in reference to the design of the foundation underpinning of the 1-story residence located in Arlington, WA as referenced on the coversheet. The round steel tubes and retrofit brackets are used to stabilize and/or lift settling foundations. The bottom and back portion of the bracket is securely seated against the existing concrete footing. Pier sections are continuously hydraulically torqued into the soil below until a load bearing stratum is encountered. Lateral earth confinement and a driven external sleeve with a starter pier provide additional stiffness to resist eccentric loading from the foundation. Once all piers are installed, they are simultaneously loaded with individual hydraulic jacks and closely monitored as pressure is applied to achieve desired stabilization and/or lift prior to locking off the pier cap. The piers are required to resist vertical loading from the roof framing, wall framing, floor framing, concrete slab on grade, and concrete foundation Underpinning the structure will remove lateral resistance provided by soil friction acting on the concrete foundation Per the following calculation lateral resistance will be provided by soil friction acting on the unpiered portions of the concrete footing/concrete slab on grade and passive pressure acting on the buried footings perpendicular to the piered gridlines, and by helical tiebacks. There is no ICC-ES report currently approved for underpinning systems within Seismic Design Category D or higher, thus the entire underpinning system has been reviewed and analyzed and is therefore a fully engineered system complying with all current codes and stamped by a licensed design professional. Deep foundation guidelines, load combinations, special inspection and testing requirements per IBC 2021 have been included. Axial and bending capacities of the external sleeve, analysis of the retrofit foundation bracket, design reductions, and corrosion considerations have been incorporated in all required calculations per AISC 360-10. Concrete foundation span capacities have been analyzed per ACI318-14. Bracket fabrication welding has been performed by SafeBasements, Inc. conforming to AWS D1.1 performed by CWB qualified welders certified to CSA Standard W47.1 in Division 2. In addition, SafeBasements, Inc. has received US99/1690 certification meeting ISO 9001:2008 requirements by ANAB accredited SGS. PROJECT NO. SHEET NO. MFR24-038 PROJECT DATE Taylor Residence Underpinning 6/10/2024 SUBJECT BY Project Layout CAF Project Layout (See S2.1 for Enlarged Plan) PROJECT NO. SHEET NO. MFR24-038 PROJECT DATE Taylor Residence Underpinning 6/10/2024 SUBJECT BY Design Loads CAF Tributary Width To Pier == 7.00 ft Load Type Design Load Line Load RoofDL =(15 psf) (4.00 ft) = 60 plf Dead Load 5.201 kips RoofSL = (25 psf) (4.00 ft) = 100 plf Floor Live Load 1.120 kips ConcFloorDL =(150 pcf) (4.00 in) (48.00 in) = 200 plf Roof Snow Load 0.700 kips ConcFloorLL =(40 psf) (4.00 ft) = 160 plf Controlling ASD Load Combination: ExteriorWallDL =(12 psf) (9.00 ft) = 108 plf D+0.75L+0.75S StemwallDL =(150 pcf) (6.00 in) (48.00 in) = 300 plf FootingDL =(150 pcf) (6.00 in) (12.00 in) = 75 plf Max Vertical Load to Worst Case Pier 6.566 kips Max Unsupported Ftg Span from Arching Action 9.00 ft Worst Case Vertical Design Loads (Gridline B) Tributary Length PROJECT NO. SHEET NO. MFR22-xxx PROJECT DATE 3/5/2024 SUBJECT BY HP288 Helical Pier System (Your Initials Here) Design Input Pier System Designation = HP288 Pier Material = Galvanized External Sleeve Material = Galvanized Vertical Load to Pier, PTL = 6.566 kips Minimum Installation Depth, L = 10.000 ft Unbraced Length, l = 1.000 ft Eccentricity, e = 4.250 in Friction Factor of Safety, FS = 2 Design Load (Vertical+Tieback), PDL = 6.566 kips Design Moment, MomentPierDL = 27.906 kip-in Sleeve Property Input Sleeve Length = 36.000 in Design Sleeve OD = 3.439 in Design Wall Thickness = 0.189 in r = 1.151 in A = 1.932 in² S = 1.488 in³ Z = 2.001 in³ I = 2.559 in⁴ E = 29000 ksi Fy = 50 ksi Pier Property Input Design Tube OD = 2.766 in Design Wall Thickness = 0.162 in k = 2.10 r = 0.922 in A = 1.328 in² c = 1.383 in S = 0.816 in³ Z = 1.102 in³ I = 1.129 in⁴ E = 29000 ksi Fy = 50 ksi Pier Output Per AISC 325-11 Doubly and Singly Symmetric Members Subject To Flexure and Axial Force kl/r = 27.33 OK, <200 Fe = 383.164 ksi 4.71*(E/Fy).5 =113.43 Fcr = 47.342 ksi Pn = 62.9 kips Safety Factor for Compression, Ωc =1.67 Allowable Axial Compressive Strength, Pn/Ωc =37.6 kips Actual Axial Compressive Demand, Pr =6.566 kips D/tPier =17.0 OK, <.45E/Fy Mp = 155.1 kip-in Safety Factor for Flexure, Ωb =1.67 Allowable Flexural Strength, Mn/Ωb =92.9 kip-in Actual Flexural Demand, Mr =27.9 kip-in Combined Axial & Flexure Check =0.39 OK ICC Report Capacity for Seismic Zones A-C =30.0 kips §F8 §(F8-1) §F1 §(H1-1a & 1b) §E1 §E2 Note: Flexural design capacity based on combined plastic section modulous of pier and sleeve §(E3-4) §E3 §(E3-2 & E3-3) §(E3-1) Note: Sleeve reduces bending stress on main pier from eccentricty Note: Design thickness of pier and sleeve based on 93% of nominal thickness per AISC and the ICC-ES AC358 based on a corrosion loss rate of 50 years for zinc-coated steel Note: Section above is a general representation of piering system, refer to plan for layout and project specific details. Helix Properties and Capacity Fyh =50 ksi Fbh = 0.75*Fyh =37.500 ksi D1 =8 in A1 = p*D12/4 = 50.3 in² t1 =0.375 in S1 = 1*t12/6 =0.023 in³ Q1 = A1*w1 =12.9 kips w1 =0.257 ksi D2 =10 in A2 = p*D22/4-p*(Tube OD)2/4 = 72.5 in² t2 =0.375 in S2 = 1*t22/6 =0.023 in³ Q2 = A2*w2 =9.7 kips w2 =0.134 ksi D3 =0 in A3 = p*D32/4-p*(Tube OD)2/4 = 0.0 in² t3 =0.000 in S3 = 1*t32/6 =0.000 in³ Q3 = A3*w3 =0.0 kips w3 =0.000 ksi ΣQ =22.6 kips OK Helix Weld to Pier Capacity E70 Electrodes = 70 ksi Size of Fillet Both Sides = 0.250 in Capacity of Fillet Both Sides = 7.424 kli R1 =0.672 kli Weld OK R2 =0.486 kli Weld OK R3 =0.000 kli Soil - Individual Bearing Method - Cohesive Factor of Safety = 2.0 Blow Count, N = 27 ∑Ah = A1+A2+A3 = 0.9 ft² Cohesion, c = 3.375 ksf Nc =9 Qu =∑Ah(cNc) =25.903 kips Qa, compression/tension = Qu/FS = 12.951 kips OK Soil - Individual Bearing Method - Non-Cohesive Factor of Safety, FS = 2.0 γ = 110 pcf ∅ = 34° Depth of Helix, D1 =9.500 ft Depth of Helix, D2 =7.500 ft Depth of Helix, D3 =0.000 ft q'1 = γ*D1 =1045.0 psf q'2 = γ*D2 =825.0 psf q'3 = γ*D3 =0.0 psf Nq = 1+0.56(12*∅)∅/54 =25.66 (for ∅ =34°) Q1u =A1(q'1Nq) =9.359 kips Q2u =A2(q'2Nq) =10.662 kips Q3u =A3(q'3Nq) =0.000 kips Qa, compression/tension = ∑Qu/FS = 10.010 kips OK ◄ Non-Cohesive Controls Soil - Torque Correlation Method - Verification Factor of Safety, FS = 2.0 Design Work Load, DL = 6.566 kips Emperical Torque Correleation Factor, Kt =9.0 ftˉ¹ Final Installation Torque, T = 1500 lb-ft Ultimate Pile Capacity, Qu =13.500 kips Allowable Pile Capacity, Qa =6.750 kips OK Results 0.375" Thick 8/10" Helix With 0.25" Fillet Welds Each Side of Helix to Pier Minimum 10'-0" Installation Depth And Minimum 1500 lb-ft Installation Torque Max Load To Pier = Design Load = 6566 lb 3.5 in Diameter External Sleeve with 0.217 in Thick Wall 2.875 in Diameter Pier with 0.22 in Thick Wall PROJECT NO. SHEET NO. MFR24-038 PROJECT DATE Taylor Residence Underpinning 6/10/2024 SUBJECT BY Design Loads CAF Tributary Width To Pier == 5.83 ft Load Type Design Load Line Load RoofDL =(15 psf) (12.00 ft) = 180 plf Dead Load 6.780 kips RoofSL = (25 psf) (12.00 ft) = 300 plf Floor Live Load 0.933 kips ConcFloorDL =(150 pcf) (4.00 in) (48.00 in) = 200 plf Roof Snow Load 1.749 kips ConcFloorLL =(40 psf) (4.00 ft) = 160 plf Controlling ASD Load Combination: ExteriorWallDL =(12 psf) (9.00 ft) = 108 plf D+0.75L+0.75S StemwallDL =(150 pcf) (6.00 in) (96.00 in) = 600 plf FootingDL =(150 pcf) (6.00 in) (12.00 in) = 75 plf Max Vertical Load to Worst Case Pier 12.773 kips Max Unsupported Ftg Span from Arching Action 17.00 ft Worst Case Vertical Design Loads (Gridline 1) Tributary Length PROJECT NO. SHEET NO. MFR22-xxx PROJECT DATE 3/5/2024 SUBJECT BY HP288 Helical Pier System (Your Initials Here) Design Input Pier System Designation = HP288 Pier Material = Galvanized External Sleeve Material = Galvanized Vertical Load to Pier, PTL = 12.773 kips Minimum Installation Depth, L = 15.000 ft Unbraced Length, l = 1.000 ft Eccentricity, e = 4.250 in Friction Factor of Safety, FS = 2 Design Load (Vertical+Tieback), PDL = 12.773 kips Design Moment, MomentPierDL = 54.284 kip-in Sleeve Property Input Sleeve Length = 36.000 in Design Sleeve OD = 3.439 in Design Wall Thickness = 0.189 in r = 1.151 in A = 1.932 in² S = 1.488 in³ Z = 2.001 in³ I = 2.559 in⁴ E = 29000 ksi Fy = 50 ksi Pier Property Input Design Tube OD = 2.766 in Design Wall Thickness = 0.162 in k = 2.10 r = 0.922 in A = 1.328 in² c = 1.383 in S = 0.816 in³ Z = 1.102 in³ I = 1.129 in⁴ E = 29000 ksi Fy = 50 ksi Pier Output Per AISC 325-11 Doubly and Singly Symmetric Members Subject To Flexure and Axial Force kl/r = 27.33 OK, <200 Fe = 383.164 ksi 4.71*(E/Fy).5 =113.43 Fcr = 47.342 ksi Pn = 62.9 kips Safety Factor for Compression, Ωc =1.67 Allowable Axial Compressive Strength, Pn/Ωc =37.6 kips Actual Axial Compressive Demand, Pr =12.773 kips D/tPier =17.0 OK, <.45E/Fy Mp = 155.1 kip-in Safety Factor for Flexure, Ωb =1.67 Allowable Flexural Strength, Mn/Ωb =92.9 kip-in Actual Flexural Demand, Mr =54.3 kip-in Combined Axial & Flexure Check =0.86 OK ICC Report Capacity for Seismic Zones A-C =30.0 kips Note: Sleeve reduces bending stress on main pier from eccentricty Note: Design thickness of pier and sleeve based on 93% of nominal thickness per AISC and the ICC-ES AC358 based on a corrosion loss rate of 50 years for zinc-coated steel Note: Section above is a general representation of piering system, refer to plan for layout and project specific details. §E2 Note: Flexural design capacity based on combined plastic section modulous of pier and sleeve §(E3-4) §E3 §(E3-2 & E3-3) §(E3-1) §E1 §F8 §(F8-1) §F1 §(H1-1a & 1b) Helix Properties and Capacity Fyh =50 ksi Fbh = 0.75*Fyh =37.500 ksi D1 =8 in A1 = p*D12/4 = 50.3 in² t1 =0.375 in S1 = 1*t12/6 =0.023 in³ Q1 = A1*w1 =12.9 kips w1 =0.257 ksi D2 =10 in A2 = p*D22/4-p*(Tube OD)2/4 = 72.5 in² t2 =0.375 in S2 = 1*t22/6 =0.023 in³ Q2 = A2*w2 =9.7 kips w2 =0.134 ksi D3 =0 in A3 = p*D32/4-p*(Tube OD)2/4 = 0.0 in² t3 =0.000 in S3 = 1*t32/6 =0.000 in³ Q3 = A3*w3 =0.0 kips w3 =0.000 ksi ΣQ =22.6 kips OK Helix Weld to Pier Capacity E70 Electrodes = 70 ksi Size of Fillet Both Sides = 0.250 in Capacity of Fillet Both Sides = 7.424 kli R1 =0.672 kli Weld OK R2 =0.486 kli Weld OK R3 =0.000 kli Soil - Individual Bearing Method - Cohesive Factor of Safety = 2.0 Blow Count, N = 27 ∑Ah = A1+A2+A3 = 0.9 ft² Cohesion, c = 3.375 ksf Nc =9 Qu =∑Ah(cNc) =25.903 kips Qa, compression/tension = Qu/FS = 12.951 kips OK ◄ Cohesive Controls Soil - Individual Bearing Method - Non-Cohesive Factor of Safety, FS = 2.0 γ = 110 pcf ∅ = 34° Depth of Helix, D1 =14.500 ft Depth of Helix, D2 =12.500 ft Depth of Helix, D3 =0.000 ft q'1 = γ*D1 =1595.0 psf q'2 = γ*D2 =1375.0 psf q'3 = γ*D3 =0.0 psf Nq = 1+0.56(12*∅)∅/54 =25.66 (for ∅ =34°) Q1u =A1(q'1Nq) =14.285 kips Q2u =A2(q'2Nq) =17.770 kips Q3u =A3(q'3Nq) =0.000 kips Qa, compression/tension = ∑Qu/FS = 16.027 kips OK Soil - Torque Correlation Method - Verification Factor of Safety, FS = 2.0 Design Work Load, DL = 12.773 kips Emperical Torque Correleation Factor, Kt =9.0 ftˉ¹ Final Installation Torque, T = 2838 lb-ft Ultimate Pile Capacity, Qu =25.545 kips Allowable Pile Capacity, Qa =12.773 kips OK Results Max Load To Pier = Design Load = 12773 lb 3.5 in Diameter External Sleeve with 0.217 in Thick Wall 2.875 in Diameter Pier with 0.22 in Thick Wall 0.375" Thick 8/10" Helix With 0.25" Fillet Welds Each Side of Helix to Pier Minimum 15'-0" Installation Depth And Minimum 2900 lb-ft Installation Torque PROJECT NO. SHEET NO. MFR24-038 PROJECT DATE Taylor Residence Underpinning 6/10/2024 SUBJECT BY Seismic Design Criteria CAF ASCE 7-16 Chapters 11 & 13 Soil Site Class = D (Default)Tab. 20.3-1, (Default = D) Response Spectral Acc. (0.2 sec) Ss =103.90%g = 1.039g Figs. 22-1, 22-3, 22-5, 22-6 Response Spectral Acc.( 1.0 sec) S1 =37.10%g = 0.371g Figs. 22-2, 22-4, 22-5, 22-6 Site Coefficient Fa = 1.200 Tab. 11.4-1 Site Coefficient Fv = 1.929 Tab. 11.4-2 Max Considered Earthquake Acc. SMS = Fa.Ss = 1.247g (11.4-1) Max Considered Earthquake Acc. SM1 = Fv.S1 = 0.716g (11.4-2) @ 5% Damped Design SDS =2/3(SMS)= 0.831g (11.4-3) SD1 =2/3(SM1)= 0.477g (11.4-4) Risk Category = II, Standard Tab. 1.5-1 Flexible Diaphragm §12.3.1 Seismic Design Category for 0.1 sec D Tab. 11.6-1 Seismic Design Category for 1.0 sec D Tab. 11.6-2 S1 < 0.75g N/A §11.6 Since Ta < .8Ts (see below), SDC =D Exception of §11.6 does not apply §12.8 Equivalent Lateral Force Procedure Tab. 12.2-1 Seismic Force Resisting System (E-W) Tab. 12.2-1 Seismic Force Resisting System (N-S) Ct =0.02 x = 0.75 Tab. 12.8-2 Structural height hn =24.0 ft Structural Height Limit = 65.0 ft Tab. 12.2-1 Cu =1.400 for SD1 of 0.477g Tab. 12.8-1 Approx Fundamental period, Ta = Ct(hn)x = 0.217 (12.8-7) TL =6 sec Figs. 22-14 through 22-17 Calculated T shall not exceed ≤CuTa = 0.304 Use T =0.22 sec 0.8TS = 0.8(SD1/SDS)= 0.459 Exception of §11.6 does not apply Is structure Regular & ≤ 5 stories ? Yes §12.8.1.3 Max Sds ≤ 1.0g E-W N-S Response Modification Coefficient R = 6.5 6.5 Tab. 12.2-1 Over Strength Factor Wo =2.5 2.5 (foot note g) Importance factor Ie =1.00 1.00 Tab. 11.5.1 Seismic Base Shear V =C s W C s W (12.8-1) Cs =SDS = 0.128 SDS = 0.128 (12.8-2) R/Ie R/Ie or need not to exceed, Cs = SD1 = 0.338 SD1 = 0.338 For T ≤ TL (12.8-3) (R/Ie)T (R/Ie)T or Cs = SD1TL N/A SD1TL N/A For T > TL (12.8-4) T2(R/Ie) T2(R/Ie) Min Cs = 0.5S1Ie/R N/A 0.5S1Ie/R N/A For S1 ≥ 0.6g (12.8-6) Use Cs =0.128 0.128 Design base shear V = A. BEARING WALL SYSTEMS 15. Light-framed (wood) walls sheathed with wood structural panels rated for shear resistance or steel sheets A. BEARING WALL SYSTEMS 15. Light-framed (wood) walls sheathed with wood structural panels rated for shear resistance or steel sheets 0.128 W 0.128 W PROJECT NO. SHEET NO. MFR24-038 INPUT DATA Exposure category (26.7.3)B V = 98 mph Kzt =1.00 Building height to eave he = 18 ft Building height to ridge hr = 24 ft Building length L = 74 ft Building width B = 28 ft Ground Elevation Above Sea Level E = 170 ft qh = 0.00256 Kh Kzt Kd Ke V^2 =14.63 psf where: qh = velocity pressure at mean roof height, h. (Eq. 26.10-1 & Eq. 30.3-1) Kh = velocity pressure exposure coefficient evaluated at height, h, (Tab. 26.10-1)= 0.700 Kd = wind directionality factor. (Tab. 26.6-1, for building)= 0.85 Ke = ground elevation factor. (Tab. 26.9-1)= 1.00 h = mean roof height = 21.00 ft < 60 ft, Satisfactory (ASCE 7-10 26.2.1) p = qh [(G Cpf )-(G Cpi )]pmin =16 psf for wall area (28.3.4) where: p = pressure in appropriate zone. (Eq. 28.3-1). pmin =8 psf for roof area (28.3.4) G Cp f = product of gust effect factor and external pressure coefficient, see table below. (Fig. 28.3-1) G Cp i = product of gust effect factor and internal pressure coefficient.(Tab. 26.13-1, Enclosed Building) = 0.18 or -0.18 a = width of edge strips, Fig 28.3-1, note 9, MAX[ MIN(0.1B, 0.1L, 0.4h), MIN(0.04B, 0.04L), 3] =2.96 ft 23.20 23.20 (+GCp i ) (-GCp i )(+GCp i ) (-GCp i ) 1 0.54 10.53 5.26 1 -0.45 -3.95 -9.22 2 -0.40 -3.25 -8.52 2 -0.69 -7.46 -12.73 3 -0.46 -4.15 -9.42 3 -0.37 -2.78 -8.05 4 -0.41 -3.38 -8.64 4 -0.45 -3.95 -9.22 1E 0.76 13.82 8.56 5 0.40 8.48 3.22 2E -0.64 -6.75 -12.02 6 -0.29 -1.61 -6.88 3E -0.57 -5.72 -10.98 1E -0.48 -4.39 -9.66 4E -0.59 -5.98 -11.25 2E -1.07 -13.02 -18.29 3E -0.53 -5.12 -10.39 4E -0.48 -4.39 -9.66 5E 0.61 11.56 6.29 6E -0.43 -3.66 -8.92 DATEPROJECT Velocity pressure Design pressures for MWFRS Topographic factor (26.8 & Table 26.8-1) SUBJECT Wind Design Criteria BY CAF Net Pressure with Basic wind speed (26.5.1) 6/10/2024Taylor Residence Underpinning Surface Surface Roof angle q =Roof angle q = G Cp f Wind Analysis for Low-rise Building, Based on ASCE 7-16 Net Pressures (psf), Load Case A G Cp f Net Pressure with PROJECT NO. SHEET NO. MFR24-038 PROJECT DATE Taylor Residence Underpinning 6/10/2024 SUBJECT BY Existing Lateral Resistance Along Gridline B CAF Footing/Foundation Wall Section Properties 6 in 54 in Int Buried Footing Depth, df =50 in Ext Exposed Footing Depth, dexp = 24 in Cross Sectional Area, A = 324 in² Section Modulus, Sx = 324 in³ Gross Moment of Inertia, Ig =78732 in⁴ Assumed Conc, f'c = 2000 psi Footing/Foundation Wall Moment & Shear Capacity Per ACI318-14 335 psi §19.2.3.1 9.1 k-ft 0.65 §21.2.2 5.9 k-ft 28979 lbs §22.5.5.1 0.75 §21.2.1 10867 lbs Passive Pressure From Perpendicular Return Walls (Along Gridline B) Effective Friction Angle =29° Passive Coefficient, Kp =tan^2*(45+∅'/2) Kp =2.88 Soil Unit Weight, γ = 110 pcf Passive Pressure, Pp = Kp*γ = 317 pcf Ext Buried Soil Depth, de = d-12"-dexp =1.5 ft Int Buried Soil Depth, di = df-12" =3.2 ft A = Pp*(de) =238 psf B = Pp*(di) =502 psf wext = A*de/2 =357 plf wint = B*di/2 =1590 plf Footing/Foundation Wall Loading Note: Reference design loads page of calculation package for load combinations. Exterior Length Due to Moment, Lext = √(8*ɸ*fr*Igext/(yt*wext)/2 =5.00 ft Interior Length Due to Moment, Lint =√(8*ɸ*fr*Igint/(yt*wext)/2 =5.00 ft Exterior Length Due to Shear, Lext = 0.5ɸVu/wext =5.00 ft ◄Shear Controls Interior Length Due to Shear, Lint = 0.5ɸVu/wint =3.42 ft Rpext= wext*Lext =1783 lbs Rpint= wint*Lint =7948 lbs Lateral Capacity, Rp= Rpext+Rpint =9731 lbs Slab on Grade Frictional Resistance Slab Along This Line = Yes Coeficient of Soil Friction = 0.30 Length of Resisting Line = 20 ft Tributary Width of Slab = 5 ft Slab Thickness = 4 in Concrete Weight = 150.0 pcf Soil Friction VRESIST =1500 lbs Footing Frictional Resistance Along Gridline B Unpiered Portion of Gridline B = No Soil Friction VRESIST =0 lbs Helical Tieback Resistance Along Gridline Number of Tiebacks Along Gridline = 0 Total Tieback Capacity VPIERS =0 lbs Cracking Moment, Mcr = S*fr = Foundation Width, b = Foundation Depth, d = AS OCCURS (NOT CONSIDERED FOR MOMENT OR SHEAR CAPACITY) Conc Modulus of Rupture, fr = Note: Section about is a general representation of a concrete footing. Refer to plans for specific details Total available resistance along Gridline B = 9731lbs + 1500lbs + 0lbs + 0lbs + 0lbs = 11231lbs Flexure Reduction Factor, φ = Design Moment, φMcr = Shear Strength, Vc = Shear Reduction Factor, φ = Design Shear, 0.5φVc = Note: Footing and foundation wall capacities are based on a worst case scenario of having no steel reinforcement. PROJECT NO. SHEET NO. MFR24-038 PROJECT DATE Taylor Residence Underpinning 6/10/2024 SUBJECT BY Lateral Design Loads Along Gridline B CAF Wind Base Shear Along Gridline B Transverse End Zone (1E+4E) = 16.0 psf Zone (1+4) = 16.0 psf Tributary Width = 5.92 ft Tributary Width = 6.08 ft Tributary Height = 18.00 ft Tributary Height = 18.00 ft End Zone (2E+3E) 16.0 psf Zone (2+3) 8.0 psf Tributary Width = 5.92 ft Tributary Width = 6.08 ft Tributary Height = 6.00 ft Tributary Height = 6.00 ft a = 2.96 ft Design base shear VWIND =4316 lbs ASD(60%) base shear VWIND =2590 lbs ◄Wind Controls Seismic Base Shear Along Gridline B RoofDL =(15 psf) (14.00 ft)Base shear = 0.128 W WallDL =(12 psf) (4.50 ft) = 54 plf Trib Length = 20 ft StemwallDL =(150 pcf) (6.00 in) (48.00 in) = 300 plf FootingDL =(150 pcf) (6.00 in) (12.00 in) = 75 plf PerpWallsDL =(12 psf) (4.50 ft) (24.00 ft) = 1296 lb Design base shear VSEISMIC =1800 lbs ASD(70%) base shear VSEIS =1260 lbs Wind Controls No Additional Lateral Resistance Required Loading Direction: Worst Case Lateral Load Along Gridline B = 2590 lbs Total Available Lateral Resistance Along Gridline B = 10210 lbs = 210 plf PROJECT NO. SHEET NO. MFR24-038 PROJECT DATE Taylor Residence Underpinning 6/10/2024 SUBJECT BY Existing Lateral Resistance Along Gridline 1 CAF Footing/Foundation Wall Section Properties 6 in 80 in Int Buried Footing Depth, df =6 in Ext Exposed Footing Depth, dexp = 72 in Cross Sectional Area, A = 480 in² Section Modulus, Sx = 480 in³ Gross Moment of Inertia, Ig =256000 in⁴ Assumed Conc, f'c = 2000 psi Footing/Foundation Wall Moment & Shear Capacity Per ACI318-14 335 psi §19.2.3.1 13.4 k-ft 0.65 §21.2.2 8.7 k-ft 42933 lbs §22.5.5.1 0.75 §21.2.1 16100 lbs Passive Pressure From Perpendicular Return Walls (Along Gridline 1) Effective Friction Angle =29° Passive Coefficient, Kp =tan^2*(45+∅'/2) Kp =2.88 Soil Unit Weight, γ = 110 pcf Passive Pressure, Pp = Kp*γ = 317 pcf Ext Buried Soil Depth, de = d-12"-dexp =0.0 ft Int Buried Soil Depth, di = df-12" =0.0 ft A = Pp*(de) =0 psf B = Pp*(di) =0 psf wext = A*de/2 =0 plf wint = B*di/2 =0 plf Footing/Foundation Wall Loading Note: Reference design loads page of calculation package for load combinations. Exterior Length Due to Moment, Lext = √(8*ɸ*fr*Igext/(yt*wext)/2 =0.00 ft Interior Length Due to Moment, Lint =√(8*ɸ*fr*Igint/(yt*wext)/2 =0.00 ft Exterior Length Due to Shear, Lext = 0.5ɸVu/wext =0.00 ft Interior Length Due to Shear, Lint = 0.5ɸVu/wint =0.00 ft Rpext= wext*Lext =0 lbs Rpint= wint*Lint =0 lbs Lateral Capacity, Rp= Rpext+Rpint =0 lbs Slab on Grade Frictional Resistance Slab Along This Line = Yes Coeficient of Soil Friction = 0.30 Length of Resisting Line = 24 ft Tributary Width of Slab = 10 ft Slab Thickness = 4 in Concrete Weight = 150.0 pcf Soil Friction VRESIST =3600 lbs Footing Frictional Resistance Along Gridline 1 Unpiered Portion of Gridline 1 = Yes Coeficient of Soil Friction = 0.30 Length of Resisting Line = 50 ft Dead Load Above = 1163 plf Soil Friction VRESIST =17445 lbs Helical Tieback Resistance Along Gridline Number of Tiebacks Along Gridline = 0 Total Tieback Capacity VPIERS =0 lbs Cracking Moment, Mcr = S*fr = Foundation Width, b = Foundation Depth, d = AS OCCURS (NOT CONSIDERED FOR MOMENT OR SHEAR CAPACITY) Conc Modulus of Rupture, fr = Note: Section about is a general representation of a concrete footing. Refer to plans for specific details Total available resistance along Gridline 1 = 0lbs + 3600lbs + 17445lbs + 0lbs + 0lbs = 21045lbs Flexure Reduction Factor, φ = Design Moment, φMcr = Shear Strength, Vc = Shear Reduction Factor, φ = Design Shear, 0.5φVc = Note: Footing and foundation wall capacities are based on a worst case scenario of having no steel reinforcement. PROJECT NO. SHEET NO. MFR24-038 PROJECT DATE Taylor Residence Underpinning 6/10/2024 SUBJECT BY Lateral Design Loads Along Gridline 1 CAF Wind Base Shear Along Gridline 1 Longitudinal End Zone (5E+6E) = 16.0 psf Zone (5+6) = 16.0 psf Tributary Width = 2.96 ft Tributary Width = 9.04 ft Tributary Height = 18.00 ft Tributary Height = 24.00 ft a = 2.96 ft Design base shear VWIND =4324 lbs ASD(60%) base shear VWIND =2594 lbs Seismic Controls Seismic Base Shear Along Gridline 1 RoofDL =(15 psf) (14.00 ft)Base shear = 0.128 W WallDL =(12 psf) (4.50 ft) = 54 plf Trib Length = 74 ft StemwallDL =(150 pcf) (6.00 in) (96.00 in) = 600 plf FootingDL =(150 pcf) (6.00 in) (12.00 in) = 75 plf PerpWallsDL =(12 psf) (4.50 ft) (24.00 ft) = 1296 lb Design base shear VSEISMIC =9051 lbs ASD(70%) base shear VSEIS =6336 lbs ◄Seismic Controls No Additional Lateral Resistance Required Loading Direction: Worst Case Lateral Load Along Gridline 1 = 6336 lbs Total Available Lateral Resistance Along Gridline 1 = 19132 lbs = 210 plf PROJECT NO. SHEET NO. MFR24-038 PROJECT DATE Taylor Residence Underpinning 6/10/2024 SUBJECT BY Retaining Wall Loads (Rankine Analysis)CAF Spacing, s = 4.25 ft Angle of Tieback Downward from Horizontal, a =10° Angle of Internal Soil Friction (Soil on Soil), Ф =34° Soil Backfill Angle, θ =0° Height of Grade hg =6.92 ft Height of Wall, hw = 6.92 ft Simplified Method Seismic Multiplier, KE = 5.5 Unit Weight of Earth, we = 110 lb/ft³ Surcharge Load, ws = 40 lb/ft² Active Earth Pressure, wa =50 lb/ft³ Surcharge Equivalent Height of Earth, hsu = 0.36 ft Coefficient of Active Earth Pressure, Ka = 0.283 Coefficient of Active Earth Pressure (sloped), Kp = 0.000 Equivalent Fluid Weight, Kawe or Kawa = 31 lb/ft³◄ Based off wa Total Seismic Pressure, HE = 263 lb/ft @ 4.61 ft Total Surcharge Pressure, Hsu = 78 lb/ft @ 3.46 ft Total Active Earth Pressure, Ha = 745 lb/ft @ 2.31 ft Total Horizontal Pressure, HT = 1086 lb/ft Max Horizontal Seismic Load , TCEL = 1.119 kips Max Horizontal Surcharge Load , TCLL = 0.333 kips Max Horizontal Earth Load , TCHL = 3.165 kips Max Horizontal Load , TCHORIZ = 4.616 kips Max Vertical Load , TCVERT = 0.814 kips Max Tension Load , TR = 4.688 kips Depth to Tieback, y = 3.97 ft Tieback Info Retaining Wall and Geotechnical Input Point Load Output Tieback Output PROJECT NO. SHEET NO. MFR24-038 PROJECT DATE Taylor Residence Underpinning 6/10/2024 SUBJECT BY Foundation Supportworks HA150 Helical Tieback CAF Design Input Finish on Shaft = Plain Pier System Designation = HA150 Depth to Centerline of Anchor, Pv =3.670 ft Tieback Installation Length, AT =15.000 ft Angle of Tieback Downward from Horizontal, a =10° Soil Unit Weight, g = 110 pcf Angle of Internal Soil Friction, Ф = 34° Applied Loads Vertical Load Tieback, TCV = 0.814 kips Tension Load to Anchor, TR = 4.688 kips HA150 Square Shaft Pier Ft = 90.000 ksi Square Shaft Size, W shaft = 1.500 in A = 2.000 in² ft = 2.344 ksi Ft = 54.000 ksi OK HA150 Square Shaft Coupler Bolt diameter = 0.750 in Bolt Grade = A490 Double Shear Capacity = 24.700 kips OK HA150TRAA Threaded Rod Adaptor Ft = 120.000 ksi Threaded Rod Diameter = 1.000 in A = 0.606 in² ft = 7.735 ksi Ft = 72.000 ksi OK LRHA150 Lateral Restraint System Threaded Rod Ft = 125.000 ksi Threaded Rod Diameter = 0.625 in A = 0.307 in² ft = 7.635 ksi Ft = 75.000 ksi OK LRHA150 Lateral Restraint System Saddle Beam Design Tube OD = 2.875 in Design Wall Thickness = 0.203 in A = 1.704 in² S = 1.064 in³ Fy = 60.000 ksi MAPPLIED = 1.172 kip-in MALLOW = 38.305 kip-in OK VAPPLIED = 2.344 kips VALLOW = 61.346 kips OK LRHA150 Lateral Restraint System Adapter Beam Width of Plate, b = 0.380 in Depth of Plate, d = 3.500 in A = 1.330 in² S = 0.776 in³ Fy = 36.000 ksi MAPPLIED = 1.758 kip-in (2) Plates MALLOW = 33.516 kip-in OK VAPPLIED = 2.344 kips (2) Plates VALLOW = 57.456 kips OK Helix Properties and Capacity Fyh =36 ksi Fbh = 0.75*Fyh =27.000 ksi D1 =8 in A1 = p*D12/4-p*(W shaft)2/4 =48.5 in² t1 =0.375 in S1 = 1*t12/6 =0.023 in³ Q1 = A1*w1 =18.9 kips w1 =0.389 ksi D2 =10 in A2 = p*D22/4-p*(W shaft)2/4 =76.8 in² t2 =0.375 in S2 = 1*t22/6 =0.023 in³ Q2 = A2*w2 =22.9 kips w2 =0.298 ksi D3 =0 in A3 = p*D32/4-p*(W shaft)2/4 =0.0 in² t3 =0.375 in S3 = 1*t32/6 =0.023 in³ Q3 = A3*w3 =0.0 kips w3 =-1.688 ksi ΣΣΣΣQ =41.7 kips OK Helix Weld to Pier Capacity E70 Electrodes = 70 ksi Size of Fillet Both Sides = 0.250 in Capacity of Fillet Both Sides = 7.424 kli R1 =1.266 kli Weld OK R2 =1.266 kli Weld OK R3 =1.266 kli Weld OK Soil - Individucal Bearing Method - Cohesive Factor of Safety = 2.0 Blow Count, N = 14 Ref Table A-1 ∑Ah = A1+A2+A3 = 0.9 ft² Cohesion, c = 1.750 ksf Nc =9 Qu =∑Ah(cNc) =13.702 kips Qa, compression/tension = Qu/FS = 6.851 kips OK ◄ Cohesive Controls Soil - Individucal Bearing Method - Non-Cohesive Factor of Safety, FS = 2.0 γ =110 pcf ∅ = 34° Ref Table 3-4 Failure Plane Wedge Angle, θ = 28° Lead Helix Horizontal Length, Ah =14.772 ft Depth of Helix, D1 =6.188 ft Depth of Helix, D2 =5.841 ft Depth of Helix, D3 =0.000 ft q'1 = γ*D1 =680.7 psf q'2 = γ*D2 =642.5 psf q'3 = γ*D3 =0.0 psf Nq = 1+0.56(12*∅)∅/54 =25.66 (for ∅ =34°) Q1u =A1(q'1Nq) =5.882 kips Q2u =A2(q'2Nq) =8.788 kips Q3u =A3(q'3Nq) =0.000 kips Qa, compression/tension = ∑Qu/FS =7.335 kips OK Soil - Torque Correlation Method - Verification Factor of Safety, FS = 2.0 Installation Torque Pressure, qi =333 psi Installation Pressure to Torque Conversion Factor =3.00 Emperical Torque Correleation Factor, Kt =10 ftˉ¹ Final Installation Torque, T = 1000 lb-ft Ultimate Pile Capacity, Qu =10.000 kips Allowable Pile Capacity, Qa =5.000 kips OK Results Max Load To Tieback = Design Load = 4688 lb 1.5" Solid Square Shaft Tieback Installed at a 10 Degree Angle 0.375" Thick 8/10" Helix With 0.25" Fillet Welds Each Side Of Helix To Pipe Pier Minimum 15'-0" Installation Length And 1000 lb-ft Installation Torque Concrete Beam if`@=W=htJMSMNRMRTI=_ìáäÇWOMKOPKMUKPM pc^=bkdfkbbofkd=ii`EÅF=bkbo`^i`=fk`=NVUPJOMOP DESCRIPTION:Concrete Wall Span Analysis (8ft Wall) mêçàÉÅí=cáäÉW=OMOQKMQKOP=í^vilo=Å^i`pKÉÅS mêçàÉÅí=qáíäÉW båÖáåÉÉêW mêçàÉÅí=faW mêçàÉÅí=aÉëÅêW CODE REFERENCES Calculations per ACI 318-19, IBC 2021, ASCE 7-16 Load Combination Set : ASCE 7-10 General Information 2.50 7.50 150.0 Elastic Modulus 3,122.0 ksi 1 60.0 29,000.0 40.0 29,000.0 5= 1.0 =0.90 0.750 f'c ksi fy - Main Rebar ksi Density 1/2 = fr = f'c *375.0 pcf E - Main Rebar ksi psi =1.0lLtWt Factor Fy - Stirrups ksi == = E - Stirrups ksi b 0.850 == = Shear : Stirrup Bar Size # Number of Resisting Legs Per Stirrup Phi Values Flexure : y f Seismic Design Category =A .Cross Section & Reinforcing Details Rectangular Section, Width = 6.0 in, Height = 24.0 in Span #1 Reinforcing.... 1-#5 at 3.0 in from Top, from 0.0 to 4.250 ft in this span 1-#5 at 3.0 in from Bottom, from 0.0 to 4.250 ft in this span Span #2 Reinforcing.... 1-#5 at 3.0 in from Top, from 0.0 to 4.250 ft in this span 1-#5 at 3.0 in from Bottom, from 0.0 to 4.250 ft in this span . Loads on all spans... D = 6.204 Uniform Load on ALL spans : D = 6.204 k/ft .Check As Min Limits!DESIGN SUMMARY Maximum Bending Stress Ratio =0.677 : 1 Span # where maximum occurs Span # 2 Location of maximum on span 0.000 ft Mn * Phi : Allowable 28.951 k-ft Typical SectionSection used for this span Mu : Applied -19.610 k-ft Maximum Deflection 0 <360.0 0 Ratio =0 <240.0 Max Downward Transient Deflection 0.000 in 0Ratio = <360.0 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.000 in Ratio = <240.0 Max Upward Total Deflection 0.000 in Span: 2 : D Only Span: 2 : D Only . Load Combination Support 1 Support 2 Support 3 Vertical Reactions Support notation : Far left is #1 Max Upward from all Load Conditions 9.888 9.88832.959 Max Upward from Load Combinations 5.933 5.93319.775 Max Upward from Load Cases 9.888 9.88832.959 D Only 9.888 9.88832.959 +0.60D 5.933 5.93319.775 Concrete Beam if`@=W=htJMSMNRMRTI=_ìáäÇWOMKOPKMUKPM pc^=bkdfkbbofkd=ii`EÅF=bkbo`^i`=fk`=NVUPJOMOP DESCRIPTION:Concrete Wall Span Analysis (8ft Wall) mêçàÉÅí=cáäÉW=OMOQKMQKOP=í^vilo=Å^i`pKÉÅS mêçàÉÅí=qáíäÉW båÖáåÉÉêW mêçàÉÅí=faW mêçàÉÅí=aÉëÅêW . Location in Span (ft)Load CombinationMax. "-" Defl (in)Location in Span (ft)Load Combination Span Max. "+" Defl (in) Overall Maximum Deflections D Only 1 0.0009 1.761 0.0000 0.000 D Only 2 0.0009 2.489 0.0000 0.000 PROJECT NO. SHEET NO. MFR24-038 PROJECT DATE Taylor Residence Underpinning 6/10/2024 SUBJECT BY Retaining Wall Loads (Rankine Analysis)CAF Spacing, s = 4.63 ft Angle of Tieback Downward from Horizontal, a =10° Angle of Internal Soil Friction (Soil on Soil), Ф =34° Soil Backfill Angle, θ =0° Height of Grade hg =7.00 ft Height of Wall, hw = 7.00 ft Simplified Method Seismic Multiplier, KE = 5.5 Unit Weight of Earth, we = 110 lb/ft³ Surcharge Load, ws = 40 lb/ft² Active Earth Pressure, wa =50 lb/ft³ Surcharge Equivalent Height of Earth, hsu = 0.36 ft Coefficient of Active Earth Pressure, Ka = 0.283 Coefficient of Active Earth Pressure (sloped), Kp = 0.000 Equivalent Fluid Weight, Kawe or Kawa = 31 lb/ft³◄ Based off wa Total Seismic Pressure, HE = 270 lb/ft @ 4.67 ft Total Surcharge Pressure, Hsu = 79 lb/ft @ 3.50 ft Total Active Earth Pressure, Ha = 762 lb/ft @ 2.33 ft Total Horizontal Pressure, HT = 1111 lb/ft Max Horizontal Seismic Load , TCEL = 1.246 kips Max Horizontal Surcharge Load , TCLL = 0.366 kips Max Horizontal Earth Load , TCHL = 3.524 kips Max Horizontal Load , TCHORIZ = 5.136 kips Max Vertical Load , TCVERT = 0.906 kips Max Tension Load , TR = 5.216 kips Depth to Tieback, y = 4.02 ft Tieback Info Retaining Wall and Geotechnical Input Point Load Output Tieback Output PROJECT NO. SHEET NO. MFR24-038 PROJECT DATE Taylor Residence Underpinning 6/10/2024 SUBJECT BY Foundation Supportworks HA150 Helical Tieback CAF Design Input Finish on Shaft = Plain Pier System Designation = HA150 Depth to Centerline of Anchor, Pv =3.330 ft Tieback Installation Length, AT =15.000 ft Angle of Tieback Downward from Horizontal, a =10° Soil Unit Weight, g = 110 pcf Angle of Internal Soil Friction, Ф = 34° Applied Loads Vertical Load Tieback, TCV = 0.906 kips Tension Load to Anchor, TR = 5.216 kips HA150 Square Shaft Pier Ft = 90.000 ksi Square Shaft Size, W shaft = 1.500 in A = 2.000 in² ft = 2.608 ksi Ft = 54.000 ksi OK HA150 Square Shaft Coupler Bolt diameter = 0.750 in Bolt Grade = A490 Double Shear Capacity = 24.700 kips OK HA150TRAA Threaded Rod Adaptor Ft = 120.000 ksi Threaded Rod Diameter = 1.000 in A = 0.606 in² ft = 8.607 ksi Ft = 72.000 ksi OK LRHA150 Lateral Restraint System Threaded Rod Ft = 125.000 ksi Threaded Rod Diameter = 0.625 in A = 0.307 in² ft = 8.495 ksi Ft = 75.000 ksi OK LRHA150 Lateral Restraint System Saddle Beam Design Tube OD = 2.875 in Design Wall Thickness = 0.203 in A = 1.704 in² S = 1.064 in³ Fy = 60.000 ksi MAPPLIED = 1.304 kip-in MALLOW = 38.305 kip-in OK VAPPLIED = 2.608 kips VALLOW = 61.346 kips OK LRHA150 Lateral Restraint System Adapter Beam Width of Plate, b = 0.380 in Depth of Plate, d = 3.500 in A = 1.330 in² S = 0.776 in³ Fy = 36.000 ksi MAPPLIED = 1.956 kip-in (2) Plates MALLOW = 33.516 kip-in OK VAPPLIED = 2.608 kips (2) Plates VALLOW = 57.456 kips OK Helix Properties and Capacity Fyh =36 ksi Fbh = 0.75*Fyh =27.000 ksi D1 =8 in A1 = p*D12/4-p*(W shaft)2/4 =48.5 in² t1 =0.375 in S1 = 1*t12/6 =0.023 in³ Q1 = A1*w1 =18.9 kips w1 =0.389 ksi D2 =10 in A2 = p*D22/4-p*(W shaft)2/4 =76.8 in² t2 =0.375 in S2 = 1*t22/6 =0.023 in³ Q2 = A2*w2 =22.9 kips w2 =0.298 ksi D3 =0 in A3 = p*D32/4-p*(W shaft)2/4 =0.0 in² t3 =0.375 in S3 = 1*t32/6 =0.023 in³ Q3 = A3*w3 =0.0 kips w3 =-1.688 ksi ΣΣΣΣQ =41.7 kips OK Helix Weld to Pier Capacity E70 Electrodes = 70 ksi Size of Fillet Both Sides = 0.250 in Capacity of Fillet Both Sides = 7.424 kli R1 =1.266 kli Weld OK R2 =1.266 kli Weld OK R3 =1.266 kli Weld OK Soil - Individucal Bearing Method - Cohesive Factor of Safety = 2.0 Blow Count, N = 14 Ref Table A-1 ∑Ah = A1+A2+A3 = 0.9 ft² Cohesion, c = 1.750 ksf Nc =9 Qu =∑Ah(cNc) =13.702 kips Qa, compression/tension = Qu/FS = 6.851 kips OK ◄ Cohesive Controls Soil - Individucal Bearing Method - Non-Cohesive Factor of Safety, FS = 2.0 γ =110 pcf ∅ = 34° Ref Table 3-4 Failure Plane Wedge Angle, θ = 28° Lead Helix Horizontal Length, Ah =14.772 ft Depth of Helix, D1 =5.848 ft Depth of Helix, D2 =5.501 ft Depth of Helix, D3 =0.000 ft q'1 = γ*D1 =643.3 psf q'2 = γ*D2 =605.1 psf q'3 = γ*D3 =0.0 psf Nq = 1+0.56(12*∅)∅/54 =25.66 (for ∅ =34°) Q1u =A1(q'1Nq) =5.559 kips Q2u =A2(q'2Nq) =8.277 kips Q3u =A3(q'3Nq) =0.000 kips Qa, compression/tension = ∑Qu/FS =6.918 kips OK Soil - Torque Correlation Method - Verification Factor of Safety, FS = 2.0 Installation Torque Pressure, qi =667 psi Installation Pressure to Torque Conversion Factor =3.00 Emperical Torque Correleation Factor, Kt =10 ftˉ¹ Final Installation Torque, T = 2000 lb-ft Ultimate Pile Capacity, Qu =20.000 kips Allowable Pile Capacity, Qa =10.000 kips OK Results Max Load To Tieback = Design Load = 5216 lb 1.5" Solid Square Shaft Tieback Installed at a 10 Degree Angle 0.375" Thick 8/10" Helix With 0.25" Fillet Welds Each Side Of Helix To Pipe Pier Minimum 15'-0" Installation Length And 2000 lb-ft Installation Torque Concrete Beam if`@=W=htJMSMNRMRTI=_ìáäÇWOMKOPKMUKPM pc^=bkdfkbbofkd=ii`EÅF=bkbo`^i`=fk`=NVUPJOMOP DESCRIPTION:Concrete Wall Span Analysis (7ft Wall) mêçàÉÅí=cáäÉW=OMOQKMQKOP=í^vilo=Å^i`pKÉÅS mêçàÉÅí=qáíäÉW båÖáåÉÉêW mêçàÉÅí=faW mêçàÉÅí=aÉëÅêW CODE REFERENCES Calculations per ACI 318-19, IBC 2021, ASCE 7-16 Load Combination Set : ASCE 7-10 General Information 2.50 7.50 150.0 Elastic Modulus 3,122.0 ksi 1 60.0 29,000.0 40.0 29,000.0 4= 1.0 =0.90 0.750 f'c ksi fy - Main Rebar ksi Density 1/2 = fr = f'c *375.0 pcf E - Main Rebar ksi psi =1.0lLtWt Factor Fy - Stirrups ksi == = E - Stirrups ksi b 0.850 == = Shear : Stirrup Bar Size # Number of Resisting Legs Per Stirrup Phi Values Flexure : y f Seismic Design Category =A .Cross Section & Reinforcing Details Rectangular Section, Width = 6.0 in, Height = 24.0 in Span #1 Reinforcing.... 1-#4 at 3.0 in from Top, from 0.0 to 5.0 ft in this span 1-#4 at 3.0 in from Bottom, from 0.0 to 5.0 ft in this span Span #2 Reinforcing.... 1-#5 at 3.0 in from Top, from 0.0 to 4.250 ft in this span 1-#5 at 3.0 in from Bottom, from 0.0 to 4.250 ft in this span . Loads on all spans... D = 5.216 Uniform Load on ALL spans : D = 5.216 k/ft .Check As Min Limits!DESIGN SUMMARY Maximum Bending Stress Ratio =0.990 : 1 Span # where maximum occurs Span # 1 Location of maximum on span 4.980 ft Mn * Phi : Allowable 19.652 k-ft Typical SectionSection used for this span Mu : Applied -19.458 k-ft Maximum Deflection 0 <360.0 36261 Ratio =0 <240.0 Max Downward Transient Deflection 0.000 in 0Ratio = <360.0 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.002 in Ratio = >=240.0 Max Upward Total Deflection 0.000 in Span: 2 : D Only Span: 2 : D Only . Load Combination Support 1 Support 2 Support 3 Vertical Reactions Support notation : Far left is #1 Max Upward from all Load Conditions 10.196 7.73830.315 Max Upward from Load Combinations 6.117 4.64318.189 Max Upward from Load Cases 10.196 7.73830.315 D Only 10.196 7.73830.315 +0.60D 6.117 4.64318.189 Concrete Beam if`@=W=htJMSMNRMRTI=_ìáäÇWOMKOPKMUKPM pc^=bkdfkbbofkd=ii`EÅF=bkbo`^i`=fk`=NVUPJOMOP DESCRIPTION:Concrete Wall Span Analysis (7ft Wall) mêçàÉÅí=cáäÉW=OMOQKMQKOP=í^vilo=Å^i`pKÉÅS mêçàÉÅí=qáíäÉW båÖáåÉÉêW mêçàÉÅí=faW mêçàÉÅí=aÉëÅêW . Location in Span (ft)Load CombinationMax. "-" Defl (in)Location in Span (ft)Load Combination Span Max. "+" Defl (in) Overall Maximum Deflections D OnlyD Only 1 0.0017 2.214 -0.0000 5.061 D OnlyD Only 2 0.0005 2.611 -0.0000 0.304 PROJECT NO. SHEET NO. MFR24-038 PROJECT DATE Taylor Residence Underpinning 6/10/2024 SUBJECT BY Retaining Wall Loads (Rankine Analysis)CAF Spacing, s = 5.00 ft Angle of Tieback Downward from Horizontal, a =10° Angle of Internal Soil Friction (Soil on Soil), Ф =34° Soil Backfill Angle, θ =0° Height of Grade hg =6.00 ft Height of Wall, hw = 6.00 ft Simplified Method Seismic Multiplier, KE = 5.5 Unit Weight of Earth, we = 110 lb/ft³ Surcharge Load, ws = 40 lb/ft² Active Earth Pressure, wa =50 lb/ft³ Surcharge Equivalent Height of Earth, hsu = 0.36 ft Coefficient of Active Earth Pressure, Ka = 0.283 Coefficient of Active Earth Pressure (sloped), Kp = 0.000 Equivalent Fluid Weight, Kawe or Kawa = 31 lb/ft³◄ Based off wa Total Seismic Pressure, HE = 198 lb/ft @ 4.00 ft Total Surcharge Pressure, Hsu = 68 lb/ft @ 3.00 ft Total Active Earth Pressure, Ha = 560 lb/ft @ 2.00 ft Total Horizontal Pressure, HT = 826 lb/ft Max Horizontal Seismic Load , TCEL = 0.990 kips Max Horizontal Surcharge Load , TCLL = 0.339 kips Max Horizontal Earth Load , TCHL = 2.799 kips Max Horizontal Load , TCHORIZ = 4.128 kips Max Vertical Load , TCVERT = 0.728 kips Max Tension Load , TR = 4.192 kips Depth to Tieback, y = 3.44 ft Tieback Info Retaining Wall and Geotechnical Input Point Load Output Tieback Output PROJECT NO. SHEET NO. MFR24-038 PROJECT DATE Taylor Residence Underpinning 6/10/2024 SUBJECT BY Foundation Supportworks HA150 Helical Tieback CAF Design Input Finish on Shaft = Plain Pier System Designation = HA150 Depth to Centerline of Anchor, Pv =2.875 ft Tieback Installation Length, AT =15.000 ft Angle of Tieback Downward from Horizontal, a =10° Soil Unit Weight, g = 110 pcf Angle of Internal Soil Friction, Ф = 34° Applied Loads Vertical Load Tieback, TCV = 0.728 kips Tension Load to Anchor, TR = 4.192 kips HA150 Square Shaft Pier Ft = 90.000 ksi Square Shaft Size, W shaft = 1.500 in A = 2.000 in² ft = 2.096 ksi Ft = 54.000 ksi OK HA150 Square Shaft Coupler Bolt diameter = 0.750 in Bolt Grade = A490 Double Shear Capacity = 24.700 kips OK HA150TRAA Threaded Rod Adaptor Ft = 120.000 ksi Threaded Rod Diameter = 1.000 in A = 0.606 in² ft = 6.917 ksi Ft = 72.000 ksi OK LRHA150 Lateral Restraint System Threaded Rod Ft = 125.000 ksi Threaded Rod Diameter = 0.625 in A = 0.307 in² ft = 6.827 ksi Ft = 75.000 ksi OK LRHA150 Lateral Restraint System Saddle Beam Design Tube OD = 2.875 in Design Wall Thickness = 0.203 in A = 1.704 in² S = 1.064 in³ Fy = 60.000 ksi MAPPLIED = 1.048 kip-in MALLOW = 38.305 kip-in OK VAPPLIED = 2.096 kips VALLOW = 61.346 kips OK LRHA150 Lateral Restraint System Adapter Beam Width of Plate, b = 0.380 in Depth of Plate, d = 3.500 in A = 1.330 in² S = 0.776 in³ Fy = 36.000 ksi MAPPLIED = 1.572 kip-in (2) Plates MALLOW = 33.516 kip-in OK VAPPLIED = 2.096 kips (2) Plates VALLOW = 57.456 kips OK Helix Properties and Capacity Fyh =36 ksi Fbh = 0.75*Fyh =27.000 ksi D1 =8 in A1 = p*D12/4-p*(W shaft)2/4 =48.5 in² t1 =0.375 in S1 = 1*t12/6 =0.023 in³ Q1 = A1*w1 =18.9 kips w1 =0.389 ksi D2 =10 in A2 = p*D22/4-p*(W shaft)2/4 =76.8 in² t2 =0.375 in S2 = 1*t22/6 =0.023 in³ Q2 = A2*w2 =22.9 kips w2 =0.298 ksi D3 =0 in A3 = p*D32/4-p*(W shaft)2/4 =0.0 in² t3 =0.375 in S3 = 1*t32/6 =0.023 in³ Q3 = A3*w3 =0.0 kips w3 =-1.688 ksi ΣΣΣΣQ =41.7 kips OK Helix Weld to Pier Capacity E70 Electrodes = 70 ksi Size of Fillet Both Sides = 0.250 in Capacity of Fillet Both Sides = 7.424 kli R1 =1.266 kli Weld OK R2 =1.266 kli Weld OK R3 =1.266 kli Weld OK Soil - Individucal Bearing Method - Cohesive Factor of Safety = 2.0 Blow Count, N = 14 Ref Table A-1 ∑Ah = A1+A2+A3 = 0.9 ft² Cohesion, c = 1.750 ksf Nc =9 Qu =∑Ah(cNc) =13.702 kips Qa, compression/tension = Qu/FS = 6.851 kips OK Soil - Individucal Bearing Method - Non-Cohesive Factor of Safety, FS = 2.0 γ =110 pcf ∅ = 34° Ref Table 3-4 Failure Plane Wedge Angle, θ = 28° Lead Helix Horizontal Length, Ah =14.772 ft Depth of Helix, D1 =5.393 ft Depth of Helix, D2 =5.046 ft Depth of Helix, D3 =0.000 ft q'1 = γ*D1 =593.2 psf q'2 = γ*D2 =555.0 psf q'3 = γ*D3 =0.0 psf Nq = 1+0.56(12*∅)∅/54 =25.66 (for ∅ =34°) Q1u =A1(q'1Nq) =5.126 kips Q2u =A2(q'2Nq) =7.592 kips Q3u =A3(q'3Nq) =0.000 kips Qa, compression/tension = ∑Qu/FS =6.359 kips OK ◄ Non-Cohesive Controls Soil - Torque Correlation Method - Verification Factor of Safety, FS = 2.0 Installation Torque Pressure, qi =333 psi Installation Pressure to Torque Conversion Factor =3.00 Emperical Torque Correleation Factor, Kt =10 ftˉ¹ Final Installation Torque, T = 1000 lb-ft Ultimate Pile Capacity, Qu =10.000 kips Allowable Pile Capacity, Qa =5.000 kips OK Results Max Load To Tieback = Design Load = 4192 lb 1.5" Solid Square Shaft Tieback Installed at a 10 Degree Angle 0.375" Thick 8/10" Helix With 0.25" Fillet Welds Each Side Of Helix To Pipe Pier Minimum 15'-0" Installation Length And 1000 lb-ft Installation Torque PROJECT NO. SHEET NO. MFR24-038 PROJECT DATE Taylor Residence Underpinning 6/10/2024 SUBJECT BY Retaining Wall Loads (Rankine Analysis)CAF Spacing, s = 5.25 ft Angle of Tieback Downward from Horizontal, a =10° Angle of Internal Soil Friction (Soil on Soil), Ф =34° Soil Backfill Angle, θ =0° Height of Grade hg =5.00 ft Height of Wall, hw = 5.00 ft Simplified Method Seismic Multiplier, KE = 5.5 Unit Weight of Earth, we = 110 lb/ft³ Surcharge Load, ws = 40 lb/ft² Active Earth Pressure, wa =50 lb/ft³ Surcharge Equivalent Height of Earth, hsu = 0.36 ft Coefficient of Active Earth Pressure, Ka = 0.283 Coefficient of Active Earth Pressure (sloped), Kp = 0.000 Equivalent Fluid Weight, Kawe or Kawa = 31 lb/ft³◄ Based off wa Total Seismic Pressure, HE = 138 lb/ft @ 3.33 ft Total Surcharge Pressure, Hsu = 57 lb/ft @ 2.50 ft Total Active Earth Pressure, Ha = 389 lb/ft @ 1.67 ft Total Horizontal Pressure, HT = 583 lb/ft Max Horizontal Seismic Load , TCEL = 0.722 kips Max Horizontal Surcharge Load , TCLL = 0.297 kips Max Horizontal Earth Load , TCHL = 2.041 kips Max Horizontal Load , TCHORIZ = 3.060 kips Max Vertical Load , TCVERT = 0.539 kips Max Tension Load , TR = 3.107 kips Depth to Tieback, y = 2.86 ft Tieback Info Retaining Wall and Geotechnical Input Point Load Output Tieback Output Concrete Beam if`@=W=htJMSMNRMRTI=_ìáäÇWOMKOPKMUKPM pc^=bkdfkbbofkd=ii`EÅF=bkbo`^i`=fk`=NVUPJOMOP DESCRIPTION:Concrete Wall Span Analysis (6ft Wall) mêçàÉÅí=cáäÉW=OMOQKMQKOP=í^vilo=Å^i`pKÉÅS mêçàÉÅí=qáíäÉW båÖáåÉÉêW mêçàÉÅí=faW mêçàÉÅí=aÉëÅêW CODE REFERENCES Calculations per ACI 318-19, IBC 2021, ASCE 7-16 Load Combination Set : ASCE 7-10 General Information 2.50 7.50 150.0 Elastic Modulus 3,122.0 ksi 1 60.0 29,000.0 40.0 29,000.0 4= 1.0 =0.90 0.750 f'c ksi fy - Main Rebar ksi Density 1/2 = fr = f'c *375.0 pcf E - Main Rebar ksi psi =1.0lLtWt Factor Fy - Stirrups ksi == = E - Stirrups ksi b 0.850 == = Shear : Stirrup Bar Size # Number of Resisting Legs Per Stirrup Phi Values Flexure : y f Seismic Design Category =A .Cross Section & Reinforcing Details Rectangular Section, Width = 6.0 in, Height = 24.0 in Span #1 Reinforcing.... 1-#4 at 3.0 in from Top, from 0.0 to 5.0 ft in this span 1-#4 at 3.0 in from Bottom, from 0.0 to 5.0 ft in this span Span #2 Reinforcing.... 1-#5 at 3.0 in from Top, from 0.0 to 5.0 ft in this span 1-#5 at 3.0 in from Bottom, from 0.0 to 5.0 ft in this span . Loads on all spans... D = 4.192 Uniform Load on ALL spans : D = 4.192 k/ft .Check As Min Limits!DESIGN SUMMARY Maximum Bending Stress Ratio =0.914 : 1 Span # where maximum occurs Span # 1 Location of maximum on span 4.980 ft Mn * Phi : Allowable 19.652 k-ft Typical SectionSection used for this span Mu : Applied -17.967 k-ft Maximum Deflection 0 <360.0 52889 Ratio =0 <240.0 Max Downward Transient Deflection 0.000 in 0Ratio = <360.0 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.001 in Ratio = >=240.0 Max Upward Total Deflection 0.000 in Span: 2 : D Only Span: 2 : D Only . Load Combination Support 1 Support 2 Support 3 Vertical Reactions Support notation : Far left is #1 Max Upward from all Load Conditions 7.860 7.86026.200 Max Upward from Load Combinations 4.716 4.71615.720 Max Upward from Load Cases 7.860 7.86026.200 D Only 7.860 7.86026.200 +0.60D 4.716 4.71615.720 Concrete Beam if`@=W=htJMSMNRMRTI=_ìáäÇWOMKOPKMUKPM pc^=bkdfkbbofkd=ii`EÅF=bkbo`^i`=fk`=NVUPJOMOP DESCRIPTION:Concrete Wall Span Analysis (6ft Wall) mêçàÉÅí=cáäÉW=OMOQKMQKOP=í^vilo=Å^i`pKÉÅS mêçàÉÅí=qáíäÉW båÖáåÉÉêW mêçàÉÅí=faW mêçàÉÅí=aÉëÅêW . Location in Span (ft)Load CombinationMax. "-" Defl (in)Location in Span (ft)Load Combination Span Max. "+" Defl (in) Overall Maximum Deflections D Only 1 0.0011 2.071 0.0000 0.000 D Only 2 0.0011 2.929 0.0000 0.000 PROJECT NO. SHEET NO. MFR24-038 PROJECT DATE Taylor Residence Underpinning 6/10/2024 SUBJECT BY Foundation Supportworks HA150 Helical Tieback CAF Design Input Finish on Shaft = Plain Pier System Designation = HA150 Depth to Centerline of Anchor, Pv =2.460 ft Tieback Installation Length, AT =15.000 ft Angle of Tieback Downward from Horizontal, a =10° Soil Unit Weight, g = 110 pcf Angle of Internal Soil Friction, Ф = 34° Applied Loads Vertical Load Tieback, TCV = 0.539 kips Tension Load to Anchor, TR = 3.107 kips HA150 Square Shaft Pier Ft = 90.000 ksi Square Shaft Size, W shaft = 1.500 in A = 2.000 in² ft = 1.553 ksi Ft = 54.000 ksi OK HA150 Square Shaft Coupler Bolt diameter = 0.750 in Bolt Grade = A490 Double Shear Capacity = 24.700 kips OK HA150TRAA Threaded Rod Adaptor Ft = 120.000 ksi Threaded Rod Diameter = 1.000 in A = 0.606 in² ft = 5.127 ksi Ft = 72.000 ksi OK LRHA150 Lateral Restraint System Threaded Rod Ft = 125.000 ksi Threaded Rod Diameter = 0.625 in A = 0.307 in² ft = 5.060 ksi Ft = 75.000 ksi OK LRHA150 Lateral Restraint System Saddle Beam Design Tube OD = 2.875 in Design Wall Thickness = 0.203 in A = 1.704 in² S = 1.064 in³ Fy = 60.000 ksi MAPPLIED = 0.777 kip-in MALLOW = 38.305 kip-in OK VAPPLIED = 1.553 kips VALLOW = 61.346 kips OK LRHA150 Lateral Restraint System Adapter Beam Width of Plate, b = 0.380 in Depth of Plate, d = 3.500 in A = 1.330 in² S = 0.776 in³ Fy = 36.000 ksi MAPPLIED = 1.165 kip-in (2) Plates MALLOW = 33.516 kip-in OK VAPPLIED = 1.553 kips (2) Plates VALLOW = 57.456 kips OK Helix Properties and Capacity Fyh =36 ksi Fbh = 0.75*Fyh =27.000 ksi D1 =8 in A1 = p*D12/4-p*(W shaft)2/4 =48.5 in² t1 =0.375 in S1 = 1*t12/6 =0.023 in³ Q1 = A1*w1 =18.9 kips w1 =0.389 ksi D2 =10 in A2 = p*D22/4-p*(W shaft)2/4 =76.8 in² t2 =0.375 in S2 = 1*t22/6 =0.023 in³ Q2 = A2*w2 =22.9 kips w2 =0.298 ksi D3 =0 in A3 = p*D32/4-p*(W shaft)2/4 =0.0 in² t3 =0.375 in S3 = 1*t32/6 =0.023 in³ Q3 = A3*w3 =0.0 kips w3 =-1.688 ksi ΣΣΣΣQ =41.7 kips OK Helix Weld to Pier Capacity E70 Electrodes = 70 ksi Size of Fillet Both Sides = 0.250 in Capacity of Fillet Both Sides = 7.424 kli R1 =1.266 kli Weld OK R2 =1.266 kli Weld OK R3 =1.266 kli Weld OK Soil - Individucal Bearing Method - Cohesive Factor of Safety = 2.0 Blow Count, N = 14 Ref Table A-1 ∑Ah = A1+A2+A3 = 0.9 ft² Cohesion, c = 1.750 ksf Nc =9 Qu =∑Ah(cNc) =13.702 kips Qa, compression/tension = Qu/FS = 6.851 kips OK Soil - Individucal Bearing Method - Non-Cohesive Factor of Safety, FS = 2.0 γ =110 pcf ∅ = 34° Ref Table 3-4 Failure Plane Wedge Angle, θ = 28° Lead Helix Horizontal Length, Ah =14.772 ft Depth of Helix, D1 =4.978 ft Depth of Helix, D2 =4.631 ft Depth of Helix, D3 =0.000 ft q'1 = γ*D1 =547.6 psf q'2 = γ*D2 =509.4 psf q'3 = γ*D3 =0.0 psf Nq = 1+0.56(12*∅)∅/54 =25.66 (for ∅ =34°) Q1u =A1(q'1Nq) =4.732 kips Q2u =A2(q'2Nq) =6.968 kips Q3u =A3(q'3Nq) =0.000 kips Qa, compression/tension = ∑Qu/FS =5.850 kips OK ◄ Non-Cohesive Controls Soil - Torque Correlation Method - Verification Factor of Safety, FS = 2.0 Installation Torque Pressure, qi =333 psi Installation Pressure to Torque Conversion Factor =3.00 Emperical Torque Correleation Factor, Kt =10 ftˉ¹ Final Installation Torque, T = 1000 lb-ft Ultimate Pile Capacity, Qu =10.000 kips Allowable Pile Capacity, Qa =5.000 kips OK Results Max Load To Tieback = Design Load = 3107 lb 1.5" Solid Square Shaft Tieback Installed at a 10 Degree Angle 0.375" Thick 8/10" Helix With 0.25" Fillet Welds Each Side Of Helix To Pipe Pier Minimum 15'-0" Installation Length And 1000 lb-ft Installation Torque Concrete Beam if`@=W=htJMSMNRMRTI=_ìáäÇWOMKOPKMUKPM pc^=bkdfkbbofkd=ii`EÅF=bkbo`^i`=fk`=NVUPJOMOP DESCRIPTION:Concrete Wall Span Analysis (5ft Wall) mêçàÉÅí=cáäÉW=OMOQKMQKOP=í^vilo=Å^i`pKÉÅS mêçàÉÅí=qáíäÉW båÖáåÉÉêW mêçàÉÅí=faW mêçàÉÅí=aÉëÅêW CODE REFERENCES Calculations per ACI 318-19, IBC 2021, ASCE 7-16 Load Combination Set : ASCE 7-10 General Information 2.50 7.50 150.0 Elastic Modulus 3,122.0 ksi 1 60.0 29,000.0 40.0 29,000.0 4= 1.0 =0.90 0.750 f'c ksi fy - Main Rebar ksi Density 1/2 = fr = f'c *375.0 pcf E - Main Rebar ksi psi =1.0lLtWt Factor Fy - Stirrups ksi == = E - Stirrups ksi b 0.850 == = Shear : Stirrup Bar Size # Number of Resisting Legs Per Stirrup Phi Values Flexure : y f Seismic Design Category =A .Cross Section & Reinforcing Details Rectangular Section, Width = 6.0 in, Height = 24.0 in Span #1 Reinforcing.... 1-#4 at 3.0 in from Top, from 0.0 to 5.50 ft in this span 1-#4 at 3.0 in from Bottom, from 0.0 to 5.50 ft in this span Span #2 Reinforcing.... 1-#5 at 3.0 in from Top, from 0.0 to 5.0 ft in this span 1-#5 at 3.0 in from Bottom, from 0.0 to 5.0 ft in this span . Loads on all spans... D = 3.107 Uniform Load on ALL spans : D = 3.107 k/ft .Check As Min Limits!DESIGN SUMMARY Maximum Bending Stress Ratio =0.751 : 1 Span # where maximum occurs Span # 1 Location of maximum on span 5.478 ft Mn * Phi : Allowable 19.652 k-ft Typical SectionSection used for this span Mu : Applied -14.759 k-ft Maximum Deflection 0 <360.0 48267 Ratio =0 <240.0 Max Downward Transient Deflection 0.000 in 0Ratio = <360.0 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.001 in Ratio = >=240.0 Max Upward Total Deflection 0.000 in Span: 2 : D Only Span: 2 : D Only . Load Combination Support 1 Support 2 Support 3 Vertical Reactions Support notation : Far left is #1 Max Upward from all Load Conditions 6.585 5.61220.427 Max Upward from Load Combinations 3.951 3.36712.256 Max Upward from Load Cases 6.585 5.61220.427 D Only 6.585 5.61220.427 +0.60D 3.951 3.36712.256 Concrete Beam if`@=W=htJMSMNRMRTI=_ìáäÇWOMKOPKMUKPM pc^=bkdfkbbofkd=ii`EÅF=bkbo`^i`=fk`=NVUPJOMOP DESCRIPTION:Concrete Wall Span Analysis (5ft Wall) mêçàÉÅí=cáäÉW=OMOQKMQKOP=í^vilo=Å^i`pKÉÅS mêçàÉÅí=qáíäÉW båÖáåÉÉêW mêçàÉÅí=faW mêçàÉÅí=aÉëÅêW . Location in Span (ft)Load CombinationMax. "-" Defl (in)Location in Span (ft)Load Combination Span Max. "+" Defl (in) Overall Maximum Deflections D OnlyD Only 1 0.0014 2.436 -0.0000 5.571 D OnlyD Only 2 0.0007 2.929 -0.0000 0.214 Steel Beam if`@=W=htJMSMNRMRTI=_ìáäÇWOMKOPKMUKPM pc^=bkdfkbbofkd=ii`EÅF=bkbo`^i`=fk`=NVUPJOMOP DESCRIPTION:Vertical Waler Span Anlaysis mêçàÉÅí=cáäÉW=OMOQKMQKOP=í~óäçê=Å~äÅëKÉÅS mêçàÉÅí=qáíäÉW båÖáåÉÉêW mêçàÉÅí=faW mêçàÉÅí=aÉëÅêW CODE REFERENCES Calculations per AISC 360-16, IBC 2021, ASCE 7-16 Load Combination Set : ASCE 7-10 Material Properties Analysis Method : ksi Bending Axis : Major Axis Bending Completely Unbraced Allowable Strength Design Fy : Steel Yield : 50.0 ksi Beam Bracing :E: Modulus : 29,000.0 .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight NOT internally calculated and added Load(s) for Span Number 1 Point Load : D = 5.216 k @ 3.330 ft .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio =0.706 : 1 Load Combination D Only Span # where maximum occurs Span # 1 2.846 k Mn / Omega : Allowable 13.423 k-ft Vn/Omega : Allowable HSS5x3x1/4Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination D Only 36.005 k Section used for this span HSS5x3x1/4 Ma : Applied Maximum Shear Stress Ratio =0.079 : 1 0.000 ft 9.478 k-ft Va : Applied 0 <600.0 372 Ratio =0 <372.0 Maximum Deflection Max Downward Transient Deflection 0 in 0Ratio = <600.0 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.237 in Ratio = >=372. Max Upward Total Deflection 0 in n/a n/a Span: 1 : D Only n/a . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 2.846 2.370 Max Upward from Load Combinations 1.708 1.422 Max Upward from Load Cases 2.846 2.370 D Only 2.846 2.370 +0.60D 1.708 1.422 STRUCTURAL CALCULATIONS Matvey Foundation Repair, Inc. June 10, 2024 ENGINEER WAS RETAINED IN A LIMITED CAPACITY FOR THIS PROJECT. DESIGN IS BASED UPON INFORMATION PROVIDED BY THE CLIENT WHO IS SOLELY RESPONSIBLE FOR ACCURACY OF SAME. NO RESPONSIBILITY AND/OR LIABILITY IS ASSUMED BY, OR IS TO BE ASSIGNED TO THE ENGINEER FOR ITEMS BEYOND THAT SHOWN ON THESE SHEETS. LIMITATIONS Taylor Residence Underpinning 242 W Jensen St, Arlington, WA 98223 Project No. MFR24-038 PROJECT NO. SHEET NO. MFR24-038 PROJECT DATE Taylor Residence Underpinning 6/10/2024 SUBJECT BY Helical Pier Design Requirements CAF Structural Narrative General Building Department City of Arlington Building Code Conformance (Meets Or Exceeds Requirements) 2021 International Building Code (IBC) 2021 International Residential Code (IRC) 2021 Washington Building Code 2021 Washington Residential Code Dead Loads 15.0 psf Wood Wall Dead Load 12.0 psf Concrete 150.0 pcf Live Loads Roof Snow Load 25.0 psf Floor Live Load (Residential)40.0 psf Roof Dead Load The structural calculations and drawings enclosed are in reference to the design of the foundation underpinning of the 1-story residence located in Arlington, WA as referenced on the coversheet. The round steel tubes and retrofit brackets are used to stabilize and/or lift settling foundations. The bottom and back portion of the bracket is securely seated against the existing concrete footing. Pier sections are continuously hydraulically torqued into the soil below until a load bearing stratum is encountered. Lateral earth confinement and a driven external sleeve with a starter pier provide additional stiffness to resist eccentric loading from the foundation. Once all piers are installed, they are simultaneously loaded with individual hydraulic jacks and closely monitored as pressure is applied to achieve desired stabilization and/or lift prior to locking off the pier cap. The piers are required to resist vertical loading from the roof framing, wall framing, floor framing, concrete slab on grade, and concrete foundation Underpinning the structure will remove lateral resistance provided by soil friction acting on the concrete foundation Per the following calculation lateral resistance will be provided by soil friction acting on the unpiered portions of the concrete footing/concrete slab on grade and passive pressure acting on the buried footings perpendicular to the piered gridlines, and by helical tiebacks. There is no ICC-ES report currently approved for underpinning systems within Seismic Design Category D or higher, thus the entire underpinning system has been reviewed and analyzed and is therefore a fully engineered system complying with all current codes and stamped by a licensed design professional. Deep foundation guidelines, load combinations, special inspection and testing requirements per IBC 2021 have been included. Axial and bending capacities of the external sleeve, analysis of the retrofit foundation bracket, design reductions, and corrosion considerations have been incorporated in all required calculations per AISC 360-10. Concrete foundation span capacities have been analyzed per ACI318-14. Bracket fabrication welding has been performed by SafeBasements, Inc. conforming to AWS D1.1 performed by CWB qualified welders certified to CSA Standard W47.1 in Division 2. In addition, SafeBasements, Inc. has received US99/1690 certification meeting ISO 9001:2008 requirements by ANAB accredited SGS. PROJECT NO. SHEET NO. MFR24-038 PROJECT DATE Taylor Residence Underpinning 6/10/2024 SUBJECT BY Project Layout CAF Project Layout (See S2.1 for Enlarged Plan) PROJECT NO. SHEET NO. MFR24-038 PROJECT DATE Taylor Residence Underpinning 6/10/2024 SUBJECT BY Design Loads CAF Tributary Width To Pier == 7.00 ft Load Type Design Load Line Load RoofDL =(15 psf) (4.00 ft) = 60 plf Dead Load 5.201 kips RoofSL = (25 psf) (4.00 ft) = 100 plf Floor Live Load 1.120 kips ConcFloorDL =(150 pcf) (4.00 in) (48.00 in) = 200 plf Roof Snow Load 0.700 kips ConcFloorLL =(40 psf) (4.00 ft) = 160 plf Controlling ASD Load Combination: ExteriorWallDL =(12 psf) (9.00 ft) = 108 plf D+0.75L+0.75S StemwallDL =(150 pcf) (6.00 in) (48.00 in) = 300 plf FootingDL =(150 pcf) (6.00 in) (12.00 in) = 75 plf Max Vertical Load to Worst Case Pier 6.566 kips Max Unsupported Ftg Span from Arching Action 9.00 ft Worst Case Vertical Design Loads (Gridline B) Tributary Length PROJECT NO. SHEET NO. MFR22-xxx PROJECT DATE 3/5/2024 SUBJECT BY HP288 Helical Pier System (Your Initials Here) Design Input Pier System Designation = HP288 Pier Material = Galvanized External Sleeve Material = Galvanized Vertical Load to Pier, PTL = 6.566 kips Minimum Installation Depth, L = 10.000 ft Unbraced Length, l = 1.000 ft Eccentricity, e = 4.250 in Friction Factor of Safety, FS = 2 Design Load (Vertical+Tieback), PDL = 6.566 kips Design Moment, MomentPierDL = 27.906 kip-in Sleeve Property Input Sleeve Length = 36.000 in Design Sleeve OD = 3.439 in Design Wall Thickness = 0.189 in r = 1.151 in A = 1.932 in² S = 1.488 in³ Z = 2.001 in³ I = 2.559 in⁴ E = 29000 ksi Fy = 50 ksi Pier Property Input Design Tube OD = 2.766 in Design Wall Thickness = 0.162 in k = 2.10 r = 0.922 in A = 1.328 in² c = 1.383 in S = 0.816 in³ Z = 1.102 in³ I = 1.129 in⁴ E = 29000 ksi Fy = 50 ksi Pier Output Per AISC 325-11 Doubly and Singly Symmetric Members Subject To Flexure and Axial Force kl/r = 27.33 OK, <200 Fe = 383.164 ksi 4.71*(E/Fy).5 =113.43 Fcr = 47.342 ksi Pn = 62.9 kips Safety Factor for Compression, Ωc =1.67 Allowable Axial Compressive Strength, Pn/Ωc =37.6 kips Actual Axial Compressive Demand, Pr =6.566 kips D/tPier =17.0 OK, <.45E/Fy Mp = 155.1 kip-in Safety Factor for Flexure, Ωb =1.67 Allowable Flexural Strength, Mn/Ωb =92.9 kip-in Actual Flexural Demand, Mr =27.9 kip-in Combined Axial & Flexure Check =0.39 OK ICC Report Capacity for Seismic Zones A-C =30.0 kips §F8 §(F8-1) §F1 §(H1-1a & 1b) §E1 §E2 Note: Flexural design capacity based on combined plastic section modulous of pier and sleeve §(E3-4) §E3 §(E3-2 & E3-3) §(E3-1) Note: Sleeve reduces bending stress on main pier from eccentricty Note: Design thickness of pier and sleeve based on 93% of nominal thickness per AISC and the ICC-ES AC358 based on a corrosion loss rate of 50 years for zinc-coated steel Note: Section above is a general representation of piering system, refer to plan for layout and project specific details. Helix Properties and Capacity Fyh =50 ksi Fbh = 0.75*Fyh =37.500 ksi D1 =8 in A1 = p*D12/4 = 50.3 in² t1 =0.375 in S1 = 1*t12/6 =0.023 in³ Q1 = A1*w1 =12.9 kips w1 =0.257 ksi D2 =10 in A2 = p*D22/4-p*(Tube OD)2/4 = 72.5 in² t2 =0.375 in S2 = 1*t22/6 =0.023 in³ Q2 = A2*w2 =9.7 kips w2 =0.134 ksi D3 =0 in A3 = p*D32/4-p*(Tube OD)2/4 = 0.0 in² t3 =0.000 in S3 = 1*t32/6 =0.000 in³ Q3 = A3*w3 =0.0 kips w3 =0.000 ksi ΣQ =22.6 kips OK Helix Weld to Pier Capacity E70 Electrodes = 70 ksi Size of Fillet Both Sides = 0.250 in Capacity of Fillet Both Sides = 7.424 kli R1 =0.672 kli Weld OK R2 =0.486 kli Weld OK R3 =0.000 kli Soil - Individual Bearing Method - Cohesive Factor of Safety = 2.0 Blow Count, N = 27 ∑Ah = A1+A2+A3 = 0.9 ft² Cohesion, c = 3.375 ksf Nc =9 Qu =∑Ah(cNc) =25.903 kips Qa, compression/tension = Qu/FS = 12.951 kips OK Soil - Individual Bearing Method - Non-Cohesive Factor of Safety, FS = 2.0 γ = 110 pcf ∅ = 34° Depth of Helix, D1 =9.500 ft Depth of Helix, D2 =7.500 ft Depth of Helix, D3 =0.000 ft q'1 = γ*D1 =1045.0 psf q'2 = γ*D2 =825.0 psf q'3 = γ*D3 =0.0 psf Nq = 1+0.56(12*∅)∅/54 =25.66 (for ∅ =34°) Q1u =A1(q'1Nq) =9.359 kips Q2u =A2(q'2Nq) =10.662 kips Q3u =A3(q'3Nq) =0.000 kips Qa, compression/tension = ∑Qu/FS = 10.010 kips OK ◄ Non-Cohesive Controls Soil - Torque Correlation Method - Verification Factor of Safety, FS = 2.0 Design Work Load, DL = 6.566 kips Emperical Torque Correleation Factor, Kt =9.0 ftˉ¹ Final Installation Torque, T = 1500 lb-ft Ultimate Pile Capacity, Qu =13.500 kips Allowable Pile Capacity, Qa =6.750 kips OK Results 0.375" Thick 8/10" Helix With 0.25" Fillet Welds Each Side of Helix to Pier Minimum 10'-0" Installation Depth And Minimum 1500 lb-ft Installation Torque Max Load To Pier = Design Load = 6566 lb 3.5 in Diameter External Sleeve with 0.217 in Thick Wall 2.875 in Diameter Pier with 0.22 in Thick Wall PROJECT NO. SHEET NO. MFR24-038 PROJECT DATE Taylor Residence Underpinning 6/10/2024 SUBJECT BY Design Loads CAF Tributary Width To Pier == 5.83 ft Load Type Design Load Line Load RoofDL =(15 psf) (12.00 ft) = 180 plf Dead Load 6.780 kips RoofSL = (25 psf) (12.00 ft) = 300 plf Floor Live Load 0.933 kips ConcFloorDL =(150 pcf) (4.00 in) (48.00 in) = 200 plf Roof Snow Load 1.749 kips ConcFloorLL =(40 psf) (4.00 ft) = 160 plf Controlling ASD Load Combination: ExteriorWallDL =(12 psf) (9.00 ft) = 108 plf D+0.75L+0.75S StemwallDL =(150 pcf) (6.00 in) (96.00 in) = 600 plf FootingDL =(150 pcf) (6.00 in) (12.00 in) = 75 plf Max Vertical Load to Worst Case Pier 12.773 kips Max Unsupported Ftg Span from Arching Action 17.00 ft Worst Case Vertical Design Loads (Gridline 1) Tributary Length PROJECT NO. SHEET NO. MFR22-xxx PROJECT DATE 3/5/2024 SUBJECT BY HP288 Helical Pier System (Your Initials Here) Design Input Pier System Designation = HP288 Pier Material = Galvanized External Sleeve Material = Galvanized Vertical Load to Pier, PTL = 12.773 kips Minimum Installation Depth, L = 15.000 ft Unbraced Length, l = 1.000 ft Eccentricity, e = 4.250 in Friction Factor of Safety, FS = 2 Design Load (Vertical+Tieback), PDL = 12.773 kips Design Moment, MomentPierDL = 54.284 kip-in Sleeve Property Input Sleeve Length = 36.000 in Design Sleeve OD = 3.439 in Design Wall Thickness = 0.189 in r = 1.151 in A = 1.932 in² S = 1.488 in³ Z = 2.001 in³ I = 2.559 in⁴ E = 29000 ksi Fy = 50 ksi Pier Property Input Design Tube OD = 2.766 in Design Wall Thickness = 0.162 in k = 2.10 r = 0.922 in A = 1.328 in² c = 1.383 in S = 0.816 in³ Z = 1.102 in³ I = 1.129 in⁴ E = 29000 ksi Fy = 50 ksi Pier Output Per AISC 325-11 Doubly and Singly Symmetric Members Subject To Flexure and Axial Force kl/r = 27.33 OK, <200 Fe = 383.164 ksi 4.71*(E/Fy).5 =113.43 Fcr = 47.342 ksi Pn = 62.9 kips Safety Factor for Compression, Ωc =1.67 Allowable Axial Compressive Strength, Pn/Ωc =37.6 kips Actual Axial Compressive Demand, Pr =12.773 kips D/tPier =17.0 OK, <.45E/Fy Mp = 155.1 kip-in Safety Factor for Flexure, Ωb =1.67 Allowable Flexural Strength, Mn/Ωb =92.9 kip-in Actual Flexural Demand, Mr =54.3 kip-in Combined Axial & Flexure Check =0.86 OK ICC Report Capacity for Seismic Zones A-C =30.0 kips Note: Sleeve reduces bending stress on main pier from eccentricty Note: Design thickness of pier and sleeve based on 93% of nominal thickness per AISC and the ICC-ES AC358 based on a corrosion loss rate of 50 years for zinc-coated steel Note: Section above is a general representation of piering system, refer to plan for layout and project specific details. §E2 Note: Flexural design capacity based on combined plastic section modulous of pier and sleeve §(E3-4) §E3 §(E3-2 & E3-3) §(E3-1) §E1 §F8 §(F8-1) §F1 §(H1-1a & 1b) Helix Properties and Capacity Fyh =50 ksi Fbh = 0.75*Fyh =37.500 ksi D1 =8 in A1 = p*D12/4 = 50.3 in² t1 =0.375 in S1 = 1*t12/6 =0.023 in³ Q1 = A1*w1 =12.9 kips w1 =0.257 ksi D2 =10 in A2 = p*D22/4-p*(Tube OD)2/4 = 72.5 in² t2 =0.375 in S2 = 1*t22/6 =0.023 in³ Q2 = A2*w2 =9.7 kips w2 =0.134 ksi D3 =0 in A3 = p*D32/4-p*(Tube OD)2/4 = 0.0 in² t3 =0.000 in S3 = 1*t32/6 =0.000 in³ Q3 = A3*w3 =0.0 kips w3 =0.000 ksi ΣQ =22.6 kips OK Helix Weld to Pier Capacity E70 Electrodes = 70 ksi Size of Fillet Both Sides = 0.250 in Capacity of Fillet Both Sides = 7.424 kli R1 =0.672 kli Weld OK R2 =0.486 kli Weld OK R3 =0.000 kli Soil - Individual Bearing Method - Cohesive Factor of Safety = 2.0 Blow Count, N = 27 ∑Ah = A1+A2+A3 = 0.9 ft² Cohesion, c = 3.375 ksf Nc =9 Qu =∑Ah(cNc) =25.903 kips Qa, compression/tension = Qu/FS = 12.951 kips OK ◄ Cohesive Controls Soil - Individual Bearing Method - Non-Cohesive Factor of Safety, FS = 2.0 γ = 110 pcf ∅ = 34° Depth of Helix, D1 =14.500 ft Depth of Helix, D2 =12.500 ft Depth of Helix, D3 =0.000 ft q'1 = γ*D1 =1595.0 psf q'2 = γ*D2 =1375.0 psf q'3 = γ*D3 =0.0 psf Nq = 1+0.56(12*∅)∅/54 =25.66 (for ∅ =34°) Q1u =A1(q'1Nq) =14.285 kips Q2u =A2(q'2Nq) =17.770 kips Q3u =A3(q'3Nq) =0.000 kips Qa, compression/tension = ∑Qu/FS = 16.027 kips OK Soil - Torque Correlation Method - Verification Factor of Safety, FS = 2.0 Design Work Load, DL = 12.773 kips Emperical Torque Correleation Factor, Kt =9.0 ftˉ¹ Final Installation Torque, T = 2838 lb-ft Ultimate Pile Capacity, Qu =25.545 kips Allowable Pile Capacity, Qa =12.773 kips OK Results Max Load To Pier = Design Load = 12773 lb 3.5 in Diameter External Sleeve with 0.217 in Thick Wall 2.875 in Diameter Pier with 0.22 in Thick Wall 0.375" Thick 8/10" Helix With 0.25" Fillet Welds Each Side of Helix to Pier Minimum 15'-0" Installation Depth And Minimum 2900 lb-ft Installation Torque PROJECT NO. SHEET NO. MFR24-038 PROJECT DATE Taylor Residence Underpinning 6/10/2024 SUBJECT BY Seismic Design Criteria CAF ASCE 7-16 Chapters 11 & 13 Soil Site Class = D (Default)Tab. 20.3-1, (Default = D) Response Spectral Acc. (0.2 sec) Ss =103.90%g = 1.039g Figs. 22-1, 22-3, 22-5, 22-6 Response Spectral Acc.( 1.0 sec) S1 =37.10%g = 0.371g Figs. 22-2, 22-4, 22-5, 22-6 Site Coefficient Fa = 1.200 Tab. 11.4-1 Site Coefficient Fv = 1.929 Tab. 11.4-2 Max Considered Earthquake Acc. SMS = Fa.Ss = 1.247g (11.4-1) Max Considered Earthquake Acc. SM1 = Fv.S1 = 0.716g (11.4-2) @ 5% Damped Design SDS =2/3(SMS)= 0.831g (11.4-3) SD1 =2/3(SM1)= 0.477g (11.4-4) Risk Category = II, Standard Tab. 1.5-1 Flexible Diaphragm §12.3.1 Seismic Design Category for 0.1 sec D Tab. 11.6-1 Seismic Design Category for 1.0 sec D Tab. 11.6-2 S1 < 0.75g N/A §11.6 Since Ta < .8Ts (see below), SDC =D Exception of §11.6 does not apply §12.8 Equivalent Lateral Force Procedure Tab. 12.2-1 Seismic Force Resisting System (E-W) Tab. 12.2-1 Seismic Force Resisting System (N-S) Ct =0.02 x = 0.75 Tab. 12.8-2 Structural height hn =24.0 ft Structural Height Limit = 65.0 ft Tab. 12.2-1 Cu =1.400 for SD1 of 0.477g Tab. 12.8-1 Approx Fundamental period, Ta = Ct(hn)x = 0.217 (12.8-7) TL =6 sec Figs. 22-14 through 22-17 Calculated T shall not exceed ≤CuTa = 0.304 Use T =0.22 sec 0.8TS = 0.8(SD1/SDS)= 0.459 Exception of §11.6 does not apply Is structure Regular & ≤ 5 stories ? Yes §12.8.1.3 Max Sds ≤ 1.0g E-W N-S Response Modification Coefficient R = 6.5 6.5 Tab. 12.2-1 Over Strength Factor Wo =2.5 2.5 (foot note g) Importance factor Ie =1.00 1.00 Tab. 11.5.1 Seismic Base Shear V =C s W C s W (12.8-1) Cs =SDS = 0.128 SDS = 0.128 (12.8-2) R/Ie R/Ie or need not to exceed, Cs = SD1 = 0.338 SD1 = 0.338 For T ≤ TL (12.8-3) (R/Ie)T (R/Ie)T or Cs = SD1TL N/A SD1TL N/A For T > TL (12.8-4) T2(R/Ie) T2(R/Ie) Min Cs = 0.5S1Ie/R N/A 0.5S1Ie/R N/A For S1 ≥ 0.6g (12.8-6) Use Cs =0.128 0.128 Design base shear V = A. BEARING WALL SYSTEMS 15. Light-framed (wood) walls sheathed with wood structural panels rated for shear resistance or steel sheets A. BEARING WALL SYSTEMS 15. Light-framed (wood) walls sheathed with wood structural panels rated for shear resistance or steel sheets 0.128 W 0.128 W PROJECT NO. SHEET NO. MFR24-038 INPUT DATA Exposure category (26.7.3)B V = 98 mph Kzt =1.00 Building height to eave he = 18 ft Building height to ridge hr = 24 ft Building length L = 74 ft Building width B = 28 ft Ground Elevation Above Sea Level E = 170 ft qh = 0.00256 Kh Kzt Kd Ke V^2 =14.63 psf where: qh = velocity pressure at mean roof height, h. (Eq. 26.10-1 & Eq. 30.3-1) Kh = velocity pressure exposure coefficient evaluated at height, h, (Tab. 26.10-1)= 0.700 Kd = wind directionality factor. (Tab. 26.6-1, for building)= 0.85 Ke = ground elevation factor. (Tab. 26.9-1)= 1.00 h = mean roof height = 21.00 ft < 60 ft, Satisfactory (ASCE 7-10 26.2.1) p = qh [(G Cpf )-(G Cpi )]pmin =16 psf for wall area (28.3.4) where: p = pressure in appropriate zone. (Eq. 28.3-1). pmin =8 psf for roof area (28.3.4) G Cp f = product of gust effect factor and external pressure coefficient, see table below. (Fig. 28.3-1) G Cp i = product of gust effect factor and internal pressure coefficient.(Tab. 26.13-1, Enclosed Building) = 0.18 or -0.18 a = width of edge strips, Fig 28.3-1, note 9, MAX[ MIN(0.1B, 0.1L, 0.4h), MIN(0.04B, 0.04L), 3] =2.96 ft 23.20 23.20 (+GCp i ) (-GCp i )(+GCp i ) (-GCp i ) 1 0.54 10.53 5.26 1 -0.45 -3.95 -9.22 2 -0.40 -3.25 -8.52 2 -0.69 -7.46 -12.73 3 -0.46 -4.15 -9.42 3 -0.37 -2.78 -8.05 4 -0.41 -3.38 -8.64 4 -0.45 -3.95 -9.22 1E 0.76 13.82 8.56 5 0.40 8.48 3.22 2E -0.64 -6.75 -12.02 6 -0.29 -1.61 -6.88 3E -0.57 -5.72 -10.98 1E -0.48 -4.39 -9.66 4E -0.59 -5.98 -11.25 2E -1.07 -13.02 -18.29 3E -0.53 -5.12 -10.39 4E -0.48 -4.39 -9.66 5E 0.61 11.56 6.29 6E -0.43 -3.66 -8.92 DATEPROJECT Velocity pressure Design pressures for MWFRS Topographic factor (26.8 & Table 26.8-1) SUBJECT Wind Design Criteria BY CAF Net Pressure with Basic wind speed (26.5.1) 6/10/2024Taylor Residence Underpinning Surface Surface Roof angle q =Roof angle q = G Cp f Wind Analysis for Low-rise Building, Based on ASCE 7-16 Net Pressures (psf), Load Case A G Cp f Net Pressure with PROJECT NO. SHEET NO. MFR24-038 PROJECT DATE Taylor Residence Underpinning 6/10/2024 SUBJECT BY Existing Lateral Resistance Along Gridline B CAF Footing/Foundation Wall Section Properties 6 in 54 in Int Buried Footing Depth, df =50 in Ext Exposed Footing Depth, dexp = 24 in Cross Sectional Area, A = 324 in² Section Modulus, Sx = 324 in³ Gross Moment of Inertia, Ig =78732 in⁴ Assumed Conc, f'c = 2000 psi Footing/Foundation Wall Moment & Shear Capacity Per ACI318-14 335 psi §19.2.3.1 9.1 k-ft 0.65 §21.2.2 5.9 k-ft 28979 lbs §22.5.5.1 0.75 §21.2.1 10867 lbs Passive Pressure From Perpendicular Return Walls (Along Gridline B) Effective Friction Angle =29° Passive Coefficient, Kp =tan^2*(45+∅'/2) Kp =2.88 Soil Unit Weight, γ = 110 pcf Passive Pressure, Pp = Kp*γ = 317 pcf Ext Buried Soil Depth, de = d-12"-dexp =1.5 ft Int Buried Soil Depth, di = df-12" =3.2 ft A = Pp*(de) =238 psf B = Pp*(di) =502 psf wext = A*de/2 =357 plf wint = B*di/2 =1590 plf Footing/Foundation Wall Loading Note: Reference design loads page of calculation package for load combinations. Exterior Length Due to Moment, Lext = √(8*ɸ*fr*Igext/(yt*wext)/2 =5.00 ft Interior Length Due to Moment, Lint =√(8*ɸ*fr*Igint/(yt*wext)/2 =5.00 ft Exterior Length Due to Shear, Lext = 0.5ɸVu/wext =5.00 ft ◄Shear Controls Interior Length Due to Shear, Lint = 0.5ɸVu/wint =3.42 ft Rpext= wext*Lext =1783 lbs Rpint= wint*Lint =7948 lbs Lateral Capacity, Rp= Rpext+Rpint =9731 lbs Slab on Grade Frictional Resistance Slab Along This Line = Yes Coeficient of Soil Friction = 0.30 Length of Resisting Line = 20 ft Tributary Width of Slab = 5 ft Slab Thickness = 4 in Concrete Weight = 150.0 pcf Soil Friction VRESIST =1500 lbs Footing Frictional Resistance Along Gridline B Unpiered Portion of Gridline B = No Soil Friction VRESIST =0 lbs Helical Tieback Resistance Along Gridline Number of Tiebacks Along Gridline = 0 Total Tieback Capacity VPIERS =0 lbs Cracking Moment, Mcr = S*fr = Foundation Width, b = Foundation Depth, d = AS OCCURS (NOT CONSIDERED FOR MOMENT OR SHEAR CAPACITY) Conc Modulus of Rupture, fr = Note: Section about is a general representation of a concrete footing. Refer to plans for specific details Total available resistance along Gridline B = 9731lbs + 1500lbs + 0lbs + 0lbs + 0lbs = 11231lbs Flexure Reduction Factor, φ = Design Moment, φMcr = Shear Strength, Vc = Shear Reduction Factor, φ = Design Shear, 0.5φVc = Note: Footing and foundation wall capacities are based on a worst case scenario of having no steel reinforcement. PROJECT NO. SHEET NO. MFR24-038 PROJECT DATE Taylor Residence Underpinning 6/10/2024 SUBJECT BY Lateral Design Loads Along Gridline B CAF Wind Base Shear Along Gridline B Transverse End Zone (1E+4E) = 16.0 psf Zone (1+4) = 16.0 psf Tributary Width = 5.92 ft Tributary Width = 6.08 ft Tributary Height = 18.00 ft Tributary Height = 18.00 ft End Zone (2E+3E) 16.0 psf Zone (2+3) 8.0 psf Tributary Width = 5.92 ft Tributary Width = 6.08 ft Tributary Height = 6.00 ft Tributary Height = 6.00 ft a = 2.96 ft Design base shear VWIND =4316 lbs ASD(60%) base shear VWIND =2590 lbs ◄Wind Controls Seismic Base Shear Along Gridline B RoofDL =(15 psf) (14.00 ft)Base shear = 0.128 W WallDL =(12 psf) (4.50 ft) = 54 plf Trib Length = 20 ft StemwallDL =(150 pcf) (6.00 in) (48.00 in) = 300 plf FootingDL =(150 pcf) (6.00 in) (12.00 in) = 75 plf PerpWallsDL =(12 psf) (4.50 ft) (24.00 ft) = 1296 lb Design base shear VSEISMIC =1800 lbs ASD(70%) base shear VSEIS =1260 lbs Wind Controls No Additional Lateral Resistance Required Loading Direction: Worst Case Lateral Load Along Gridline B = 2590 lbs Total Available Lateral Resistance Along Gridline B = 10210 lbs = 210 plf PROJECT NO. SHEET NO. MFR24-038 PROJECT DATE Taylor Residence Underpinning 6/10/2024 SUBJECT BY Existing Lateral Resistance Along Gridline 1 CAF Footing/Foundation Wall Section Properties 6 in 80 in Int Buried Footing Depth, df =6 in Ext Exposed Footing Depth, dexp = 72 in Cross Sectional Area, A = 480 in² Section Modulus, Sx = 480 in³ Gross Moment of Inertia, Ig =256000 in⁴ Assumed Conc, f'c = 2000 psi Footing/Foundation Wall Moment & Shear Capacity Per ACI318-14 335 psi §19.2.3.1 13.4 k-ft 0.65 §21.2.2 8.7 k-ft 42933 lbs §22.5.5.1 0.75 §21.2.1 16100 lbs Passive Pressure From Perpendicular Return Walls (Along Gridline 1) Effective Friction Angle =29° Passive Coefficient, Kp =tan^2*(45+∅'/2) Kp =2.88 Soil Unit Weight, γ = 110 pcf Passive Pressure, Pp = Kp*γ = 317 pcf Ext Buried Soil Depth, de = d-12"-dexp =0.0 ft Int Buried Soil Depth, di = df-12" =0.0 ft A = Pp*(de) =0 psf B = Pp*(di) =0 psf wext = A*de/2 =0 plf wint = B*di/2 =0 plf Footing/Foundation Wall Loading Note: Reference design loads page of calculation package for load combinations. Exterior Length Due to Moment, Lext = √(8*ɸ*fr*Igext/(yt*wext)/2 =0.00 ft Interior Length Due to Moment, Lint =√(8*ɸ*fr*Igint/(yt*wext)/2 =0.00 ft Exterior Length Due to Shear, Lext = 0.5ɸVu/wext =0.00 ft Interior Length Due to Shear, Lint = 0.5ɸVu/wint =0.00 ft Rpext= wext*Lext =0 lbs Rpint= wint*Lint =0 lbs Lateral Capacity, Rp= Rpext+Rpint =0 lbs Slab on Grade Frictional Resistance Slab Along This Line = Yes Coeficient of Soil Friction = 0.30 Length of Resisting Line = 24 ft Tributary Width of Slab = 10 ft Slab Thickness = 4 in Concrete Weight = 150.0 pcf Soil Friction VRESIST =3600 lbs Footing Frictional Resistance Along Gridline 1 Unpiered Portion of Gridline 1 = Yes Coeficient of Soil Friction = 0.30 Length of Resisting Line = 50 ft Dead Load Above = 1163 plf Soil Friction VRESIST =17445 lbs Helical Tieback Resistance Along Gridline Number of Tiebacks Along Gridline = 0 Total Tieback Capacity VPIERS =0 lbs Cracking Moment, Mcr = S*fr = Foundation Width, b = Foundation Depth, d = AS OCCURS (NOT CONSIDERED FOR MOMENT OR SHEAR CAPACITY) Conc Modulus of Rupture, fr = Note: Section about is a general representation of a concrete footing. Refer to plans for specific details Total available resistance along Gridline 1 = 0lbs + 3600lbs + 17445lbs + 0lbs + 0lbs = 21045lbs Flexure Reduction Factor, φ = Design Moment, φMcr = Shear Strength, Vc = Shear Reduction Factor, φ = Design Shear, 0.5φVc = Note: Footing and foundation wall capacities are based on a worst case scenario of having no steel reinforcement. PROJECT NO. SHEET NO. MFR24-038 PROJECT DATE Taylor Residence Underpinning 6/10/2024 SUBJECT BY Lateral Design Loads Along Gridline 1 CAF Wind Base Shear Along Gridline 1 Longitudinal End Zone (5E+6E) = 16.0 psf Zone (5+6) = 16.0 psf Tributary Width = 2.96 ft Tributary Width = 9.04 ft Tributary Height = 18.00 ft Tributary Height = 24.00 ft a = 2.96 ft Design base shear VWIND =4324 lbs ASD(60%) base shear VWIND =2594 lbs Seismic Controls Seismic Base Shear Along Gridline 1 RoofDL =(15 psf) (14.00 ft)Base shear = 0.128 W WallDL =(12 psf) (4.50 ft) = 54 plf Trib Length = 74 ft StemwallDL =(150 pcf) (6.00 in) (96.00 in) = 600 plf FootingDL =(150 pcf) (6.00 in) (12.00 in) = 75 plf PerpWallsDL =(12 psf) (4.50 ft) (24.00 ft) = 1296 lb Design base shear VSEISMIC =9051 lbs ASD(70%) base shear VSEIS =6336 lbs ◄Seismic Controls No Additional Lateral Resistance Required Loading Direction: Worst Case Lateral Load Along Gridline 1 = 6336 lbs Total Available Lateral Resistance Along Gridline 1 = 19132 lbs = 210 plf PROJECT NO. SHEET NO. MFR24-038 PROJECT DATE Taylor Residence Underpinning 6/10/2024 SUBJECT BY Retaining Wall Loads (Rankine Analysis)CAF Spacing, s = 4.25 ft Angle of Tieback Downward from Horizontal, a =10° Angle of Internal Soil Friction (Soil on Soil), Ф =34° Soil Backfill Angle, θ =0° Height of Grade hg =6.92 ft Height of Wall, hw = 6.92 ft Simplified Method Seismic Multiplier, KE = 5.5 Unit Weight of Earth, we = 110 lb/ft³ Surcharge Load, ws = 40 lb/ft² Active Earth Pressure, wa =50 lb/ft³ Surcharge Equivalent Height of Earth, hsu = 0.36 ft Coefficient of Active Earth Pressure, Ka = 0.283 Coefficient of Active Earth Pressure (sloped), Kp = 0.000 Equivalent Fluid Weight, Kawe or Kawa = 31 lb/ft³◄ Based off wa Total Seismic Pressure, HE = 263 lb/ft @ 4.61 ft Total Surcharge Pressure, Hsu = 78 lb/ft @ 3.46 ft Total Active Earth Pressure, Ha = 745 lb/ft @ 2.31 ft Total Horizontal Pressure, HT = 1086 lb/ft Max Horizontal Seismic Load , TCEL = 1.119 kips Max Horizontal Surcharge Load , TCLL = 0.333 kips Max Horizontal Earth Load , TCHL = 3.165 kips Max Horizontal Load , TCHORIZ = 4.616 kips Max Vertical Load , TCVERT = 0.814 kips Max Tension Load , TR = 4.688 kips Depth to Tieback, y = 3.97 ft Tieback Info Retaining Wall and Geotechnical Input Point Load Output Tieback Output PROJECT NO. SHEET NO. MFR24-038 PROJECT DATE Taylor Residence Underpinning 6/10/2024 SUBJECT BY Foundation Supportworks HA150 Helical Tieback CAF Design Input Finish on Shaft = Plain Pier System Designation = HA150 Depth to Centerline of Anchor, Pv =3.670 ft Tieback Installation Length, AT =15.000 ft Angle of Tieback Downward from Horizontal, a =10° Soil Unit Weight, g = 110 pcf Angle of Internal Soil Friction, Ф = 34° Applied Loads Vertical Load Tieback, TCV = 0.814 kips Tension Load to Anchor, TR = 4.688 kips HA150 Square Shaft Pier Ft = 90.000 ksi Square Shaft Size, W shaft = 1.500 in A = 2.000 in² ft = 2.344 ksi Ft = 54.000 ksi OK HA150 Square Shaft Coupler Bolt diameter = 0.750 in Bolt Grade = A490 Double Shear Capacity = 24.700 kips OK HA150TRAA Threaded Rod Adaptor Ft = 120.000 ksi Threaded Rod Diameter = 1.000 in A = 0.606 in² ft = 7.735 ksi Ft = 72.000 ksi OK LRHA150 Lateral Restraint System Threaded Rod Ft = 125.000 ksi Threaded Rod Diameter = 0.625 in A = 0.307 in² ft = 7.635 ksi Ft = 75.000 ksi OK LRHA150 Lateral Restraint System Saddle Beam Design Tube OD = 2.875 in Design Wall Thickness = 0.203 in A = 1.704 in² S = 1.064 in³ Fy = 60.000 ksi MAPPLIED = 1.172 kip-in MALLOW = 38.305 kip-in OK VAPPLIED = 2.344 kips VALLOW = 61.346 kips OK LRHA150 Lateral Restraint System Adapter Beam Width of Plate, b = 0.380 in Depth of Plate, d = 3.500 in A = 1.330 in² S = 0.776 in³ Fy = 36.000 ksi MAPPLIED = 1.758 kip-in (2) Plates MALLOW = 33.516 kip-in OK VAPPLIED = 2.344 kips (2) Plates VALLOW = 57.456 kips OK Helix Properties and Capacity Fyh =36 ksi Fbh = 0.75*Fyh =27.000 ksi D1 =8 in A1 = p*D12/4-p*(W shaft)2/4 =48.5 in² t1 =0.375 in S1 = 1*t12/6 =0.023 in³ Q1 = A1*w1 =18.9 kips w1 =0.389 ksi D2 =10 in A2 = p*D22/4-p*(W shaft)2/4 =76.8 in² t2 =0.375 in S2 = 1*t22/6 =0.023 in³ Q2 = A2*w2 =22.9 kips w2 =0.298 ksi D3 =0 in A3 = p*D32/4-p*(W shaft)2/4 =0.0 in² t3 =0.375 in S3 = 1*t32/6 =0.023 in³ Q3 = A3*w3 =0.0 kips w3 =-1.688 ksi ΣΣΣΣQ =41.7 kips OK Helix Weld to Pier Capacity E70 Electrodes = 70 ksi Size of Fillet Both Sides = 0.250 in Capacity of Fillet Both Sides = 7.424 kli R1 =1.266 kli Weld OK R2 =1.266 kli Weld OK R3 =1.266 kli Weld OK Soil - Individucal Bearing Method - Cohesive Factor of Safety = 2.0 Blow Count, N = 14 Ref Table A-1 ∑Ah = A1+A2+A3 = 0.9 ft² Cohesion, c = 1.750 ksf Nc =9 Qu =∑Ah(cNc) =13.702 kips Qa, compression/tension = Qu/FS = 6.851 kips OK ◄ Cohesive Controls Soil - Individucal Bearing Method - Non-Cohesive Factor of Safety, FS = 2.0 γ =110 pcf ∅ = 34° Ref Table 3-4 Failure Plane Wedge Angle, θ = 28° Lead Helix Horizontal Length, Ah =14.772 ft Depth of Helix, D1 =6.188 ft Depth of Helix, D2 =5.841 ft Depth of Helix, D3 =0.000 ft q'1 = γ*D1 =680.7 psf q'2 = γ*D2 =642.5 psf q'3 = γ*D3 =0.0 psf Nq = 1+0.56(12*∅)∅/54 =25.66 (for ∅ =34°) Q1u =A1(q'1Nq) =5.882 kips Q2u =A2(q'2Nq) =8.788 kips Q3u =A3(q'3Nq) =0.000 kips Qa, compression/tension = ∑Qu/FS =7.335 kips OK Soil - Torque Correlation Method - Verification Factor of Safety, FS = 2.0 Installation Torque Pressure, qi =333 psi Installation Pressure to Torque Conversion Factor =3.00 Emperical Torque Correleation Factor, Kt =10 ftˉ¹ Final Installation Torque, T = 1000 lb-ft Ultimate Pile Capacity, Qu =10.000 kips Allowable Pile Capacity, Qa =5.000 kips OK Results Max Load To Tieback = Design Load = 4688 lb 1.5" Solid Square Shaft Tieback Installed at a 10 Degree Angle 0.375" Thick 8/10" Helix With 0.25" Fillet Welds Each Side Of Helix To Pipe Pier Minimum 15'-0" Installation Length And 1000 lb-ft Installation Torque Concrete Beam if`@=W=htJMSMNRMRTI=_ìáäÇWOMKOPKMUKPM pc^=bkdfkbbofkd=ii`EÅF=bkbo`^i`=fk`=NVUPJOMOP DESCRIPTION:Concrete Wall Span Analysis (8ft Wall) mêçàÉÅí=cáäÉW=OMOQKMQKOP=í^vilo=Å^i`pKÉÅS mêçàÉÅí=qáíäÉW båÖáåÉÉêW mêçàÉÅí=faW mêçàÉÅí=aÉëÅêW CODE REFERENCES Calculations per ACI 318-19, IBC 2021, ASCE 7-16 Load Combination Set : ASCE 7-10 General Information 2.50 7.50 150.0 Elastic Modulus 3,122.0 ksi 1 60.0 29,000.0 40.0 29,000.0 5= 1.0 =0.90 0.750 f'c ksi fy - Main Rebar ksi Density 1/2 = fr = f'c *375.0 pcf E - Main Rebar ksi psi =1.0lLtWt Factor Fy - Stirrups ksi == = E - Stirrups ksi b 0.850 == = Shear : Stirrup Bar Size # Number of Resisting Legs Per Stirrup Phi Values Flexure : y f Seismic Design Category =A .Cross Section & Reinforcing Details Rectangular Section, Width = 6.0 in, Height = 24.0 in Span #1 Reinforcing.... 1-#5 at 3.0 in from Top, from 0.0 to 4.250 ft in this span 1-#5 at 3.0 in from Bottom, from 0.0 to 4.250 ft in this span Span #2 Reinforcing.... 1-#5 at 3.0 in from Top, from 0.0 to 4.250 ft in this span 1-#5 at 3.0 in from Bottom, from 0.0 to 4.250 ft in this span . Loads on all spans... D = 6.204 Uniform Load on ALL spans : D = 6.204 k/ft .Check As Min Limits!DESIGN SUMMARY Maximum Bending Stress Ratio =0.677 : 1 Span # where maximum occurs Span # 2 Location of maximum on span 0.000 ft Mn * Phi : Allowable 28.951 k-ft Typical SectionSection used for this span Mu : Applied -19.610 k-ft Maximum Deflection 0 <360.0 0 Ratio =0 <240.0 Max Downward Transient Deflection 0.000 in 0Ratio = <360.0 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.000 in Ratio = <240.0 Max Upward Total Deflection 0.000 in Span: 2 : D Only Span: 2 : D Only . Load Combination Support 1 Support 2 Support 3 Vertical Reactions Support notation : Far left is #1 Max Upward from all Load Conditions 9.888 9.88832.959 Max Upward from Load Combinations 5.933 5.93319.775 Max Upward from Load Cases 9.888 9.88832.959 D Only 9.888 9.88832.959 +0.60D 5.933 5.93319.775 Concrete Beam if`@=W=htJMSMNRMRTI=_ìáäÇWOMKOPKMUKPM pc^=bkdfkbbofkd=ii`EÅF=bkbo`^i`=fk`=NVUPJOMOP DESCRIPTION:Concrete Wall Span Analysis (8ft Wall) mêçàÉÅí=cáäÉW=OMOQKMQKOP=í^vilo=Å^i`pKÉÅS mêçàÉÅí=qáíäÉW båÖáåÉÉêW mêçàÉÅí=faW mêçàÉÅí=aÉëÅêW . Location in Span (ft)Load CombinationMax. "-" Defl (in)Location in Span (ft)Load Combination Span Max. "+" Defl (in) Overall Maximum Deflections D Only 1 0.0009 1.761 0.0000 0.000 D Only 2 0.0009 2.489 0.0000 0.000 PROJECT NO. SHEET NO. MFR24-038 PROJECT DATE Taylor Residence Underpinning 6/10/2024 SUBJECT BY Retaining Wall Loads (Rankine Analysis)CAF Spacing, s = 4.63 ft Angle of Tieback Downward from Horizontal, a =10° Angle of Internal Soil Friction (Soil on Soil), Ф =34° Soil Backfill Angle, θ =0° Height of Grade hg =7.00 ft Height of Wall, hw = 7.00 ft Simplified Method Seismic Multiplier, KE = 5.5 Unit Weight of Earth, we = 110 lb/ft³ Surcharge Load, ws = 40 lb/ft² Active Earth Pressure, wa =50 lb/ft³ Surcharge Equivalent Height of Earth, hsu = 0.36 ft Coefficient of Active Earth Pressure, Ka = 0.283 Coefficient of Active Earth Pressure (sloped), Kp = 0.000 Equivalent Fluid Weight, Kawe or Kawa = 31 lb/ft³◄ Based off wa Total Seismic Pressure, HE = 270 lb/ft @ 4.67 ft Total Surcharge Pressure, Hsu = 79 lb/ft @ 3.50 ft Total Active Earth Pressure, Ha = 762 lb/ft @ 2.33 ft Total Horizontal Pressure, HT = 1111 lb/ft Max Horizontal Seismic Load , TCEL = 1.246 kips Max Horizontal Surcharge Load , TCLL = 0.366 kips Max Horizontal Earth Load , TCHL = 3.524 kips Max Horizontal Load , TCHORIZ = 5.136 kips Max Vertical Load , TCVERT = 0.906 kips Max Tension Load , TR = 5.216 kips Depth to Tieback, y = 4.02 ft Tieback Info Retaining Wall and Geotechnical Input Point Load Output Tieback Output PROJECT NO. SHEET NO. MFR24-038 PROJECT DATE Taylor Residence Underpinning 6/10/2024 SUBJECT BY Foundation Supportworks HA150 Helical Tieback CAF Design Input Finish on Shaft = Plain Pier System Designation = HA150 Depth to Centerline of Anchor, Pv =3.330 ft Tieback Installation Length, AT =15.000 ft Angle of Tieback Downward from Horizontal, a =10° Soil Unit Weight, g = 110 pcf Angle of Internal Soil Friction, Ф = 34° Applied Loads Vertical Load Tieback, TCV = 0.906 kips Tension Load to Anchor, TR = 5.216 kips HA150 Square Shaft Pier Ft = 90.000 ksi Square Shaft Size, W shaft = 1.500 in A = 2.000 in² ft = 2.608 ksi Ft = 54.000 ksi OK HA150 Square Shaft Coupler Bolt diameter = 0.750 in Bolt Grade = A490 Double Shear Capacity = 24.700 kips OK HA150TRAA Threaded Rod Adaptor Ft = 120.000 ksi Threaded Rod Diameter = 1.000 in A = 0.606 in² ft = 8.607 ksi Ft = 72.000 ksi OK LRHA150 Lateral Restraint System Threaded Rod Ft = 125.000 ksi Threaded Rod Diameter = 0.625 in A = 0.307 in² ft = 8.495 ksi Ft = 75.000 ksi OK LRHA150 Lateral Restraint System Saddle Beam Design Tube OD = 2.875 in Design Wall Thickness = 0.203 in A = 1.704 in² S = 1.064 in³ Fy = 60.000 ksi MAPPLIED = 1.304 kip-in MALLOW = 38.305 kip-in OK VAPPLIED = 2.608 kips VALLOW = 61.346 kips OK LRHA150 Lateral Restraint System Adapter Beam Width of Plate, b = 0.380 in Depth of Plate, d = 3.500 in A = 1.330 in² S = 0.776 in³ Fy = 36.000 ksi MAPPLIED = 1.956 kip-in (2) Plates MALLOW = 33.516 kip-in OK VAPPLIED = 2.608 kips (2) Plates VALLOW = 57.456 kips OK Helix Properties and Capacity Fyh =36 ksi Fbh = 0.75*Fyh =27.000 ksi D1 =8 in A1 = p*D12/4-p*(W shaft)2/4 =48.5 in² t1 =0.375 in S1 = 1*t12/6 =0.023 in³ Q1 = A1*w1 =18.9 kips w1 =0.389 ksi D2 =10 in A2 = p*D22/4-p*(W shaft)2/4 =76.8 in² t2 =0.375 in S2 = 1*t22/6 =0.023 in³ Q2 = A2*w2 =22.9 kips w2 =0.298 ksi D3 =0 in A3 = p*D32/4-p*(W shaft)2/4 =0.0 in² t3 =0.375 in S3 = 1*t32/6 =0.023 in³ Q3 = A3*w3 =0.0 kips w3 =-1.688 ksi ΣΣΣΣQ =41.7 kips OK Helix Weld to Pier Capacity E70 Electrodes = 70 ksi Size of Fillet Both Sides = 0.250 in Capacity of Fillet Both Sides = 7.424 kli R1 =1.266 kli Weld OK R2 =1.266 kli Weld OK R3 =1.266 kli Weld OK Soil - Individucal Bearing Method - Cohesive Factor of Safety = 2.0 Blow Count, N = 14 Ref Table A-1 ∑Ah = A1+A2+A3 = 0.9 ft² Cohesion, c = 1.750 ksf Nc =9 Qu =∑Ah(cNc) =13.702 kips Qa, compression/tension = Qu/FS = 6.851 kips OK ◄ Cohesive Controls Soil - Individucal Bearing Method - Non-Cohesive Factor of Safety, FS = 2.0 γ =110 pcf ∅ = 34° Ref Table 3-4 Failure Plane Wedge Angle, θ = 28° Lead Helix Horizontal Length, Ah =14.772 ft Depth of Helix, D1 =5.848 ft Depth of Helix, D2 =5.501 ft Depth of Helix, D3 =0.000 ft q'1 = γ*D1 =643.3 psf q'2 = γ*D2 =605.1 psf q'3 = γ*D3 =0.0 psf Nq = 1+0.56(12*∅)∅/54 =25.66 (for ∅ =34°) Q1u =A1(q'1Nq) =5.559 kips Q2u =A2(q'2Nq) =8.277 kips Q3u =A3(q'3Nq) =0.000 kips Qa, compression/tension = ∑Qu/FS =6.918 kips OK Soil - Torque Correlation Method - Verification Factor of Safety, FS = 2.0 Installation Torque Pressure, qi =667 psi Installation Pressure to Torque Conversion Factor =3.00 Emperical Torque Correleation Factor, Kt =10 ftˉ¹ Final Installation Torque, T = 2000 lb-ft Ultimate Pile Capacity, Qu =20.000 kips Allowable Pile Capacity, Qa =10.000 kips OK Results Max Load To Tieback = Design Load = 5216 lb 1.5" Solid Square Shaft Tieback Installed at a 10 Degree Angle 0.375" Thick 8/10" Helix With 0.25" Fillet Welds Each Side Of Helix To Pipe Pier Minimum 15'-0" Installation Length And 2000 lb-ft Installation Torque Concrete Beam if`@=W=htJMSMNRMRTI=_ìáäÇWOMKOPKMUKPM pc^=bkdfkbbofkd=ii`EÅF=bkbo`^i`=fk`=NVUPJOMOP DESCRIPTION:Concrete Wall Span Analysis (7ft Wall) mêçàÉÅí=cáäÉW=OMOQKMQKOP=í^vilo=Å^i`pKÉÅS mêçàÉÅí=qáíäÉW båÖáåÉÉêW mêçàÉÅí=faW mêçàÉÅí=aÉëÅêW CODE REFERENCES Calculations per ACI 318-19, IBC 2021, ASCE 7-16 Load Combination Set : ASCE 7-10 General Information 2.50 7.50 150.0 Elastic Modulus 3,122.0 ksi 1 60.0 29,000.0 40.0 29,000.0 4= 1.0 =0.90 0.750 f'c ksi fy - Main Rebar ksi Density 1/2 = fr = f'c *375.0 pcf E - Main Rebar ksi psi =1.0lLtWt Factor Fy - Stirrups ksi == = E - Stirrups ksi b 0.850 == = Shear : Stirrup Bar Size # Number of Resisting Legs Per Stirrup Phi Values Flexure : y f Seismic Design Category =A .Cross Section & Reinforcing Details Rectangular Section, Width = 6.0 in, Height = 24.0 in Span #1 Reinforcing.... 1-#4 at 3.0 in from Top, from 0.0 to 5.0 ft in this span 1-#4 at 3.0 in from Bottom, from 0.0 to 5.0 ft in this span Span #2 Reinforcing.... 1-#5 at 3.0 in from Top, from 0.0 to 4.250 ft in this span 1-#5 at 3.0 in from Bottom, from 0.0 to 4.250 ft in this span . Loads on all spans... D = 5.216 Uniform Load on ALL spans : D = 5.216 k/ft .Check As Min Limits!DESIGN SUMMARY Maximum Bending Stress Ratio =0.990 : 1 Span # where maximum occurs Span # 1 Location of maximum on span 4.980 ft Mn * Phi : Allowable 19.652 k-ft Typical SectionSection used for this span Mu : Applied -19.458 k-ft Maximum Deflection 0 <360.0 36261 Ratio =0 <240.0 Max Downward Transient Deflection 0.000 in 0Ratio = <360.0 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.002 in Ratio = >=240.0 Max Upward Total Deflection 0.000 in Span: 2 : D Only Span: 2 : D Only . Load Combination Support 1 Support 2 Support 3 Vertical Reactions Support notation : Far left is #1 Max Upward from all Load Conditions 10.196 7.73830.315 Max Upward from Load Combinations 6.117 4.64318.189 Max Upward from Load Cases 10.196 7.73830.315 D Only 10.196 7.73830.315 +0.60D 6.117 4.64318.189 Concrete Beam if`@=W=htJMSMNRMRTI=_ìáäÇWOMKOPKMUKPM pc^=bkdfkbbofkd=ii`EÅF=bkbo`^i`=fk`=NVUPJOMOP DESCRIPTION:Concrete Wall Span Analysis (7ft Wall) mêçàÉÅí=cáäÉW=OMOQKMQKOP=í^vilo=Å^i`pKÉÅS mêçàÉÅí=qáíäÉW båÖáåÉÉêW mêçàÉÅí=faW mêçàÉÅí=aÉëÅêW . Location in Span (ft)Load CombinationMax. "-" Defl (in)Location in Span (ft)Load Combination Span Max. "+" Defl (in) Overall Maximum Deflections D OnlyD Only 1 0.0017 2.214 -0.0000 5.061 D OnlyD Only 2 0.0005 2.611 -0.0000 0.304 PROJECT NO. SHEET NO. MFR24-038 PROJECT DATE Taylor Residence Underpinning 6/10/2024 SUBJECT BY Retaining Wall Loads (Rankine Analysis)CAF Spacing, s = 5.00 ft Angle of Tieback Downward from Horizontal, a =10° Angle of Internal Soil Friction (Soil on Soil), Ф =34° Soil Backfill Angle, θ =0° Height of Grade hg =6.00 ft Height of Wall, hw = 6.00 ft Simplified Method Seismic Multiplier, KE = 5.5 Unit Weight of Earth, we = 110 lb/ft³ Surcharge Load, ws = 40 lb/ft² Active Earth Pressure, wa =50 lb/ft³ Surcharge Equivalent Height of Earth, hsu = 0.36 ft Coefficient of Active Earth Pressure, Ka = 0.283 Coefficient of Active Earth Pressure (sloped), Kp = 0.000 Equivalent Fluid Weight, Kawe or Kawa = 31 lb/ft³◄ Based off wa Total Seismic Pressure, HE = 198 lb/ft @ 4.00 ft Total Surcharge Pressure, Hsu = 68 lb/ft @ 3.00 ft Total Active Earth Pressure, Ha = 560 lb/ft @ 2.00 ft Total Horizontal Pressure, HT = 826 lb/ft Max Horizontal Seismic Load , TCEL = 0.990 kips Max Horizontal Surcharge Load , TCLL = 0.339 kips Max Horizontal Earth Load , TCHL = 2.799 kips Max Horizontal Load , TCHORIZ = 4.128 kips Max Vertical Load , TCVERT = 0.728 kips Max Tension Load , TR = 4.192 kips Depth to Tieback, y = 3.44 ft Tieback Info Retaining Wall and Geotechnical Input Point Load Output Tieback Output PROJECT NO. SHEET NO. MFR24-038 PROJECT DATE Taylor Residence Underpinning 6/10/2024 SUBJECT BY Foundation Supportworks HA150 Helical Tieback CAF Design Input Finish on Shaft = Plain Pier System Designation = HA150 Depth to Centerline of Anchor, Pv =2.875 ft Tieback Installation Length, AT =15.000 ft Angle of Tieback Downward from Horizontal, a =10° Soil Unit Weight, g = 110 pcf Angle of Internal Soil Friction, Ф = 34° Applied Loads Vertical Load Tieback, TCV = 0.728 kips Tension Load to Anchor, TR = 4.192 kips HA150 Square Shaft Pier Ft = 90.000 ksi Square Shaft Size, W shaft = 1.500 in A = 2.000 in² ft = 2.096 ksi Ft = 54.000 ksi OK HA150 Square Shaft Coupler Bolt diameter = 0.750 in Bolt Grade = A490 Double Shear Capacity = 24.700 kips OK HA150TRAA Threaded Rod Adaptor Ft = 120.000 ksi Threaded Rod Diameter = 1.000 in A = 0.606 in² ft = 6.917 ksi Ft = 72.000 ksi OK LRHA150 Lateral Restraint System Threaded Rod Ft = 125.000 ksi Threaded Rod Diameter = 0.625 in A = 0.307 in² ft = 6.827 ksi Ft = 75.000 ksi OK LRHA150 Lateral Restraint System Saddle Beam Design Tube OD = 2.875 in Design Wall Thickness = 0.203 in A = 1.704 in² S = 1.064 in³ Fy = 60.000 ksi MAPPLIED = 1.048 kip-in MALLOW = 38.305 kip-in OK VAPPLIED = 2.096 kips VALLOW = 61.346 kips OK LRHA150 Lateral Restraint System Adapter Beam Width of Plate, b = 0.380 in Depth of Plate, d = 3.500 in A = 1.330 in² S = 0.776 in³ Fy = 36.000 ksi MAPPLIED = 1.572 kip-in (2) Plates MALLOW = 33.516 kip-in OK VAPPLIED = 2.096 kips (2) Plates VALLOW = 57.456 kips OK Helix Properties and Capacity Fyh =36 ksi Fbh = 0.75*Fyh =27.000 ksi D1 =8 in A1 = p*D12/4-p*(W shaft)2/4 =48.5 in² t1 =0.375 in S1 = 1*t12/6 =0.023 in³ Q1 = A1*w1 =18.9 kips w1 =0.389 ksi D2 =10 in A2 = p*D22/4-p*(W shaft)2/4 =76.8 in² t2 =0.375 in S2 = 1*t22/6 =0.023 in³ Q2 = A2*w2 =22.9 kips w2 =0.298 ksi D3 =0 in A3 = p*D32/4-p*(W shaft)2/4 =0.0 in² t3 =0.375 in S3 = 1*t32/6 =0.023 in³ Q3 = A3*w3 =0.0 kips w3 =-1.688 ksi ΣΣΣΣQ =41.7 kips OK Helix Weld to Pier Capacity E70 Electrodes = 70 ksi Size of Fillet Both Sides = 0.250 in Capacity of Fillet Both Sides = 7.424 kli R1 =1.266 kli Weld OK R2 =1.266 kli Weld OK R3 =1.266 kli Weld OK Soil - Individucal Bearing Method - Cohesive Factor of Safety = 2.0 Blow Count, N = 14 Ref Table A-1 ∑Ah = A1+A2+A3 = 0.9 ft² Cohesion, c = 1.750 ksf Nc =9 Qu =∑Ah(cNc) =13.702 kips Qa, compression/tension = Qu/FS = 6.851 kips OK Soil - Individucal Bearing Method - Non-Cohesive Factor of Safety, FS = 2.0 γ =110 pcf ∅ = 34° Ref Table 3-4 Failure Plane Wedge Angle, θ = 28° Lead Helix Horizontal Length, Ah =14.772 ft Depth of Helix, D1 =5.393 ft Depth of Helix, D2 =5.046 ft Depth of Helix, D3 =0.000 ft q'1 = γ*D1 =593.2 psf q'2 = γ*D2 =555.0 psf q'3 = γ*D3 =0.0 psf Nq = 1+0.56(12*∅)∅/54 =25.66 (for ∅ =34°) Q1u =A1(q'1Nq) =5.126 kips Q2u =A2(q'2Nq) =7.592 kips Q3u =A3(q'3Nq) =0.000 kips Qa, compression/tension = ∑Qu/FS =6.359 kips OK ◄ Non-Cohesive Controls Soil - Torque Correlation Method - Verification Factor of Safety, FS = 2.0 Installation Torque Pressure, qi =333 psi Installation Pressure to Torque Conversion Factor =3.00 Emperical Torque Correleation Factor, Kt =10 ftˉ¹ Final Installation Torque, T = 1000 lb-ft Ultimate Pile Capacity, Qu =10.000 kips Allowable Pile Capacity, Qa =5.000 kips OK Results Max Load To Tieback = Design Load = 4192 lb 1.5" Solid Square Shaft Tieback Installed at a 10 Degree Angle 0.375" Thick 8/10" Helix With 0.25" Fillet Welds Each Side Of Helix To Pipe Pier Minimum 15'-0" Installation Length And 1000 lb-ft Installation Torque PROJECT NO. SHEET NO. MFR24-038 PROJECT DATE Taylor Residence Underpinning 6/10/2024 SUBJECT BY Retaining Wall Loads (Rankine Analysis)CAF Spacing, s = 5.25 ft Angle of Tieback Downward from Horizontal, a =10° Angle of Internal Soil Friction (Soil on Soil), Ф =34° Soil Backfill Angle, θ =0° Height of Grade hg =5.00 ft Height of Wall, hw = 5.00 ft Simplified Method Seismic Multiplier, KE = 5.5 Unit Weight of Earth, we = 110 lb/ft³ Surcharge Load, ws = 40 lb/ft² Active Earth Pressure, wa =50 lb/ft³ Surcharge Equivalent Height of Earth, hsu = 0.36 ft Coefficient of Active Earth Pressure, Ka = 0.283 Coefficient of Active Earth Pressure (sloped), Kp = 0.000 Equivalent Fluid Weight, Kawe or Kawa = 31 lb/ft³◄ Based off wa Total Seismic Pressure, HE = 138 lb/ft @ 3.33 ft Total Surcharge Pressure, Hsu = 57 lb/ft @ 2.50 ft Total Active Earth Pressure, Ha = 389 lb/ft @ 1.67 ft Total Horizontal Pressure, HT = 583 lb/ft Max Horizontal Seismic Load , TCEL = 0.722 kips Max Horizontal Surcharge Load , TCLL = 0.297 kips Max Horizontal Earth Load , TCHL = 2.041 kips Max Horizontal Load , TCHORIZ = 3.060 kips Max Vertical Load , TCVERT = 0.539 kips Max Tension Load , TR = 3.107 kips Depth to Tieback, y = 2.86 ft Tieback Info Retaining Wall and Geotechnical Input Point Load Output Tieback Output Concrete Beam if`@=W=htJMSMNRMRTI=_ìáäÇWOMKOPKMUKPM pc^=bkdfkbbofkd=ii`EÅF=bkbo`^i`=fk`=NVUPJOMOP DESCRIPTION:Concrete Wall Span Analysis (6ft Wall) mêçàÉÅí=cáäÉW=OMOQKMQKOP=í^vilo=Å^i`pKÉÅS mêçàÉÅí=qáíäÉW båÖáåÉÉêW mêçàÉÅí=faW mêçàÉÅí=aÉëÅêW CODE REFERENCES Calculations per ACI 318-19, IBC 2021, ASCE 7-16 Load Combination Set : ASCE 7-10 General Information 2.50 7.50 150.0 Elastic Modulus 3,122.0 ksi 1 60.0 29,000.0 40.0 29,000.0 4= 1.0 =0.90 0.750 f'c ksi fy - Main Rebar ksi Density 1/2 = fr = f'c *375.0 pcf E - Main Rebar ksi psi =1.0lLtWt Factor Fy - Stirrups ksi == = E - Stirrups ksi b 0.850 == = Shear : Stirrup Bar Size # Number of Resisting Legs Per Stirrup Phi Values Flexure : y f Seismic Design Category =A .Cross Section & Reinforcing Details Rectangular Section, Width = 6.0 in, Height = 24.0 in Span #1 Reinforcing.... 1-#4 at 3.0 in from Top, from 0.0 to 5.0 ft in this span 1-#4 at 3.0 in from Bottom, from 0.0 to 5.0 ft in this span Span #2 Reinforcing.... 1-#5 at 3.0 in from Top, from 0.0 to 5.0 ft in this span 1-#5 at 3.0 in from Bottom, from 0.0 to 5.0 ft in this span . Loads on all spans... D = 4.192 Uniform Load on ALL spans : D = 4.192 k/ft .Check As Min Limits!DESIGN SUMMARY Maximum Bending Stress Ratio =0.914 : 1 Span # where maximum occurs Span # 1 Location of maximum on span 4.980 ft Mn * Phi : Allowable 19.652 k-ft Typical SectionSection used for this span Mu : Applied -17.967 k-ft Maximum Deflection 0 <360.0 52889 Ratio =0 <240.0 Max Downward Transient Deflection 0.000 in 0Ratio = <360.0 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.001 in Ratio = >=240.0 Max Upward Total Deflection 0.000 in Span: 2 : D Only Span: 2 : D Only . Load Combination Support 1 Support 2 Support 3 Vertical Reactions Support notation : Far left is #1 Max Upward from all Load Conditions 7.860 7.86026.200 Max Upward from Load Combinations 4.716 4.71615.720 Max Upward from Load Cases 7.860 7.86026.200 D Only 7.860 7.86026.200 +0.60D 4.716 4.71615.720 Concrete Beam if`@=W=htJMSMNRMRTI=_ìáäÇWOMKOPKMUKPM pc^=bkdfkbbofkd=ii`EÅF=bkbo`^i`=fk`=NVUPJOMOP DESCRIPTION:Concrete Wall Span Analysis (6ft Wall) mêçàÉÅí=cáäÉW=OMOQKMQKOP=í^vilo=Å^i`pKÉÅS mêçàÉÅí=qáíäÉW båÖáåÉÉêW mêçàÉÅí=faW mêçàÉÅí=aÉëÅêW . Location in Span (ft)Load CombinationMax. "-" Defl (in)Location in Span (ft)Load Combination Span Max. "+" Defl (in) Overall Maximum Deflections D Only 1 0.0011 2.071 0.0000 0.000 D Only 2 0.0011 2.929 0.0000 0.000 PROJECT NO. SHEET NO. MFR24-038 PROJECT DATE Taylor Residence Underpinning 6/10/2024 SUBJECT BY Foundation Supportworks HA150 Helical Tieback CAF Design Input Finish on Shaft = Plain Pier System Designation = HA150 Depth to Centerline of Anchor, Pv =2.460 ft Tieback Installation Length, AT =15.000 ft Angle of Tieback Downward from Horizontal, a =10° Soil Unit Weight, g = 110 pcf Angle of Internal Soil Friction, Ф = 34° Applied Loads Vertical Load Tieback, TCV = 0.539 kips Tension Load to Anchor, TR = 3.107 kips HA150 Square Shaft Pier Ft = 90.000 ksi Square Shaft Size, W shaft = 1.500 in A = 2.000 in² ft = 1.553 ksi Ft = 54.000 ksi OK HA150 Square Shaft Coupler Bolt diameter = 0.750 in Bolt Grade = A490 Double Shear Capacity = 24.700 kips OK HA150TRAA Threaded Rod Adaptor Ft = 120.000 ksi Threaded Rod Diameter = 1.000 in A = 0.606 in² ft = 5.127 ksi Ft = 72.000 ksi OK LRHA150 Lateral Restraint System Threaded Rod Ft = 125.000 ksi Threaded Rod Diameter = 0.625 in A = 0.307 in² ft = 5.060 ksi Ft = 75.000 ksi OK LRHA150 Lateral Restraint System Saddle Beam Design Tube OD = 2.875 in Design Wall Thickness = 0.203 in A = 1.704 in² S = 1.064 in³ Fy = 60.000 ksi MAPPLIED = 0.777 kip-in MALLOW = 38.305 kip-in OK VAPPLIED = 1.553 kips VALLOW = 61.346 kips OK LRHA150 Lateral Restraint System Adapter Beam Width of Plate, b = 0.380 in Depth of Plate, d = 3.500 in A = 1.330 in² S = 0.776 in³ Fy = 36.000 ksi MAPPLIED = 1.165 kip-in (2) Plates MALLOW = 33.516 kip-in OK VAPPLIED = 1.553 kips (2) Plates VALLOW = 57.456 kips OK Helix Properties and Capacity Fyh =36 ksi Fbh = 0.75*Fyh =27.000 ksi D1 =8 in A1 = p*D12/4-p*(W shaft)2/4 =48.5 in² t1 =0.375 in S1 = 1*t12/6 =0.023 in³ Q1 = A1*w1 =18.9 kips w1 =0.389 ksi D2 =10 in A2 = p*D22/4-p*(W shaft)2/4 =76.8 in² t2 =0.375 in S2 = 1*t22/6 =0.023 in³ Q2 = A2*w2 =22.9 kips w2 =0.298 ksi D3 =0 in A3 = p*D32/4-p*(W shaft)2/4 =0.0 in² t3 =0.375 in S3 = 1*t32/6 =0.023 in³ Q3 = A3*w3 =0.0 kips w3 =-1.688 ksi ΣΣΣΣQ =41.7 kips OK Helix Weld to Pier Capacity E70 Electrodes = 70 ksi Size of Fillet Both Sides = 0.250 in Capacity of Fillet Both Sides = 7.424 kli R1 =1.266 kli Weld OK R2 =1.266 kli Weld OK R3 =1.266 kli Weld OK Soil - Individucal Bearing Method - Cohesive Factor of Safety = 2.0 Blow Count, N = 14 Ref Table A-1 ∑Ah = A1+A2+A3 = 0.9 ft² Cohesion, c = 1.750 ksf Nc =9 Qu =∑Ah(cNc) =13.702 kips Qa, compression/tension = Qu/FS = 6.851 kips OK Soil - Individucal Bearing Method - Non-Cohesive Factor of Safety, FS = 2.0 γ =110 pcf ∅ = 34° Ref Table 3-4 Failure Plane Wedge Angle, θ = 28° Lead Helix Horizontal Length, Ah =14.772 ft Depth of Helix, D1 =4.978 ft Depth of Helix, D2 =4.631 ft Depth of Helix, D3 =0.000 ft q'1 = γ*D1 =547.6 psf q'2 = γ*D2 =509.4 psf q'3 = γ*D3 =0.0 psf Nq = 1+0.56(12*∅)∅/54 =25.66 (for ∅ =34°) Q1u =A1(q'1Nq) =4.732 kips Q2u =A2(q'2Nq) =6.968 kips Q3u =A3(q'3Nq) =0.000 kips Qa, compression/tension = ∑Qu/FS =5.850 kips OK ◄ Non-Cohesive Controls Soil - Torque Correlation Method - Verification Factor of Safety, FS = 2.0 Installation Torque Pressure, qi =333 psi Installation Pressure to Torque Conversion Factor =3.00 Emperical Torque Correleation Factor, Kt =10 ftˉ¹ Final Installation Torque, T = 1000 lb-ft Ultimate Pile Capacity, Qu =10.000 kips Allowable Pile Capacity, Qa =5.000 kips OK Results Max Load To Tieback = Design Load = 3107 lb 1.5" Solid Square Shaft Tieback Installed at a 10 Degree Angle 0.375" Thick 8/10" Helix With 0.25" Fillet Welds Each Side Of Helix To Pipe Pier Minimum 15'-0" Installation Length And 1000 lb-ft Installation Torque Concrete Beam if`@=W=htJMSMNRMRTI=_ìáäÇWOMKOPKMUKPM pc^=bkdfkbbofkd=ii`EÅF=bkbo`^i`=fk`=NVUPJOMOP DESCRIPTION:Concrete Wall Span Analysis (5ft Wall) mêçàÉÅí=cáäÉW=OMOQKMQKOP=í^vilo=Å^i`pKÉÅS mêçàÉÅí=qáíäÉW båÖáåÉÉêW mêçàÉÅí=faW mêçàÉÅí=aÉëÅêW CODE REFERENCES Calculations per ACI 318-19, IBC 2021, ASCE 7-16 Load Combination Set : ASCE 7-10 General Information 2.50 7.50 150.0 Elastic Modulus 3,122.0 ksi 1 60.0 29,000.0 40.0 29,000.0 4= 1.0 =0.90 0.750 f'c ksi fy - Main Rebar ksi Density 1/2 = fr = f'c *375.0 pcf E - Main Rebar ksi psi =1.0lLtWt Factor Fy - Stirrups ksi == = E - Stirrups ksi b 0.850 == = Shear : Stirrup Bar Size # Number of Resisting Legs Per Stirrup Phi Values Flexure : y f Seismic Design Category =A .Cross Section & Reinforcing Details Rectangular Section, Width = 6.0 in, Height = 24.0 in Span #1 Reinforcing.... 1-#4 at 3.0 in from Top, from 0.0 to 5.50 ft in this span 1-#4 at 3.0 in from Bottom, from 0.0 to 5.50 ft in this span Span #2 Reinforcing.... 1-#5 at 3.0 in from Top, from 0.0 to 5.0 ft in this span 1-#5 at 3.0 in from Bottom, from 0.0 to 5.0 ft in this span . Loads on all spans... D = 3.107 Uniform Load on ALL spans : D = 3.107 k/ft .Check As Min Limits!DESIGN SUMMARY Maximum Bending Stress Ratio =0.751 : 1 Span # where maximum occurs Span # 1 Location of maximum on span 5.478 ft Mn * Phi : Allowable 19.652 k-ft Typical SectionSection used for this span Mu : Applied -14.759 k-ft Maximum Deflection 0 <360.0 48267 Ratio =0 <240.0 Max Downward Transient Deflection 0.000 in 0Ratio = <360.0 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.001 in Ratio = >=240.0 Max Upward Total Deflection 0.000 in Span: 2 : D Only Span: 2 : D Only . Load Combination Support 1 Support 2 Support 3 Vertical Reactions Support notation : Far left is #1 Max Upward from all Load Conditions 6.585 5.61220.427 Max Upward from Load Combinations 3.951 3.36712.256 Max Upward from Load Cases 6.585 5.61220.427 D Only 6.585 5.61220.427 +0.60D 3.951 3.36712.256 Concrete Beam if`@=W=htJMSMNRMRTI=_ìáäÇWOMKOPKMUKPM pc^=bkdfkbbofkd=ii`EÅF=bkbo`^i`=fk`=NVUPJOMOP DESCRIPTION:Concrete Wall Span Analysis (5ft Wall) mêçàÉÅí=cáäÉW=OMOQKMQKOP=í^vilo=Å^i`pKÉÅS mêçàÉÅí=qáíäÉW båÖáåÉÉêW mêçàÉÅí=faW mêçàÉÅí=aÉëÅêW . Location in Span (ft)Load CombinationMax. "-" Defl (in)Location in Span (ft)Load Combination Span Max. "+" Defl (in) Overall Maximum Deflections D OnlyD Only 1 0.0014 2.436 -0.0000 5.571 D OnlyD Only 2 0.0007 2.929 -0.0000 0.214 Steel Beam if`@=W=htJMSMNRMRTI=_ìáäÇWOMKOPKMUKPM pc^=bkdfkbbofkd=ii`EÅF=bkbo`^i`=fk`=NVUPJOMOP DESCRIPTION:Vertical Waler Span Anlaysis mêçàÉÅí=cáäÉW=OMOQKMQKOP=í~óäçê=Å~äÅëKÉÅS mêçàÉÅí=qáíäÉW båÖáåÉÉêW mêçàÉÅí=faW mêçàÉÅí=aÉëÅêW CODE REFERENCES Calculations per AISC 360-16, IBC 2021, ASCE 7-16 Load Combination Set : ASCE 7-10 Material Properties Analysis Method : ksi Bending Axis : Major Axis Bending Completely Unbraced Allowable Strength Design Fy : Steel Yield : 50.0 ksi Beam Bracing :E: Modulus : 29,000.0 .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight NOT internally calculated and added Load(s) for Span Number 1 Point Load : D = 5.216 k @ 3.330 ft .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio =0.706 : 1 Load Combination D Only Span # where maximum occurs Span # 1 2.846 k Mn / Omega : Allowable 13.423 k-ft Vn/Omega : Allowable HSS5x3x1/4Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination D Only 36.005 k Section used for this span HSS5x3x1/4 Ma : Applied Maximum Shear Stress Ratio =0.079 : 1 0.000 ft 9.478 k-ft Va : Applied 0 <600.0 372 Ratio =0 <372.0 Maximum Deflection Max Downward Transient Deflection 0 in 0Ratio = <600.0 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.237 in Ratio = >=372. Max Upward Total Deflection 0 in n/a n/a Span: 1 : D Only n/a . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 2.846 2.370 Max Upward from Load Combinations 1.708 1.422 Max Upward from Load Cases 2.846 2.370 D Only 2.846 2.370 +0.60D 1.708 1.422 This message is from an External Sender This message came from outside the City of Arlington From:Matvey Permits To:Hannah Hardwick Subject:Re: [External] BLD6030- Expiration Notice Date:Tuesday, November 26, 2024 2:16:33 PM Attachments:image001.png Hannah, Can we please extend this permit? The work is not fully completed. Thank you and have a happy holidays! Olga Ticot Permitting Cell: 206-698-3977 Office: 253-238-7179 permits@gomatvey.com 18915 16th Ave S SeaTac, Wa 98188 From: Hannah Hardwick <hhardwick@arlingtonwa.gov> Sent: Tuesday, November 26, 2024 11:07 AM To: Matvey Permits <permits@gomatvey.com> Subject: [External] BLD6030- Expiration Notice CAUTION: This email originated from outside of the organization. Do not click links or open attachments unless you recognize the sender and know the content is safe. Hello, This email is to inform you of the upcoming expiration date for permit 6030. This permit will expire on 01/15/2025. Please ensure that an inspection has been requested and approved prior to the Note: Emails and attachments sent to and from the City of Arlington are public records and may be subject to disclosure pursuant to the Public Records Act. expiration date. If you are not ready an inspection prior to the expiration date, please reply requesting an extension. The request needs to state cause for the extension and requires approval by the Building Official once received. Additional fees may be required upon extension approval. Please use the link below to view and request an inspection. You can also call in an inspection at 360-403-3417. Permits - Arlington (iworq.net) Sincerely, Hannah Hardwick Arlington Community & Economic Development, Permit Technician I 18204 59th Ave NE, Arlington, WA 98223 O: 360.403.3549 hhardwick@arlingtonwa.gov | www.arlingtonwa.gov